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HomeMy WebLinkAboutTRUSS PAPERWORKSOUTHERN TRUSS COMPANIES, INC. SOUTHERN . RANDY@SOUTHERNTRUSS.COM r -r R U S S 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 C C M PA N 1 E S (800) 232-0509 l (772) 464-4160 / (772) 318-0016 Fax: Prdject Name and Address: Oakland Lake Occupancy: X Single -Family Lot , V Block: County: Saint Lucie Multi -Family Truss Company: Southern Truss Companies, Inc. Commercial Truss Engineering Program: Mitek Engineering CANNED Plates Byc Mitek Plates BY Contractoir / Builder: Ryan Homes Ot-LuCle County Model: 1833 Elevation: B Options: Lanai STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2017. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following provision: ROOF FLOOR Top chord live load: 20 P.S.F. Top chord live load: -- P.S.F. Design crit6ria: ASCE 7-10: 160 MPH Top chord dead load:-7—_P.S.F. Top chord dead load: --- P.S.F. Engineer: Brian M. Bleakly Bottom chord Iive load: * P.S.F. Bottom chord live load: __ P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: -- P.S.F. Fort Pierce, FL. 34951 Duration factor: 1.25 Duration factor: --- Mean beigbt: 15' Exposure: C *10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Departrnent of Professional Engineering. Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 C3G 41 61 81 96 2 A10 22 06 42 62 82 97 3 Ai1G 23 08 43 63 83 98 4 A2 24 D1E 44 64 84 99 5 A3 25 D2 45 65 85 100 6 A3A 26 J2 46 66 86 101 7 A4 27 J4 47 67 87 102 8 A4A 28 76 48 68 88 103 9 A5 -29 1 78 49 69 89 104 10 A5A 30 V12 50 70 90 105 11 A6 31 V16 51 71 91 106 12 A6A 32 V19 52 72 92 107 13 A7 33 V3 53 73 93 108 14 A7A 34 V4 54 74 94 109 15 A8 35 V5 55 75 95 1 110 16 A9G 36 V7 56 76 17 BiG 37 V8 57 77 18 B2E 38 V9 58 78 19 C1 39 59 79 20 C2 40 1 60 1 80 _ As witness by my seal, I Nearby certify that the above information is true and correct to the best of my knowledge and belief. • Name: Brian M. Bleakly Lie. #76051 FILE COPY _ DEC 01 Z018 �FY P I CA L DETAIL 9 C O R. ICI E R. - i'"'I I P NOTE: NODS=National Design Specifictions r for Wood Construction. 132.5# per Nail (D.O.LFactor=1.00) nds toe nails only have 0.B3 of lateral Resistance Value. 1.5 & OVER -°U -® S(Z) S0 n ALLOWABLE REACTION PER JOINT UP TO 265p 2-16d NAILS REQ'D. © UP TO 394f = 3-15d NAILS REQ'D. 11 use. 2-16d toe nail ®' ETC &• BC. H7 (HIP GIRDER) A QA Off. ., Typical jack 45" — --- - attachment use 3-1 Se toe nail TYPICAL CORNER LAYOUT & 2-16d Typical Hip -jack" attachment CHORD HANGERS FASTENER GIRDER JACK J1-J3' TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16dnails - --- J5 TO HIP JACK GIRDER TC - - - - - - - 2-16d nails - - - - - BC - - - - - -- 2-16d nails ----- J7 TO HIP GIRDER TC - - - - - - - 3=16d nails - - - - - BC - - - - - -- 2-16dnails ----- I TC------- 3-16dnails ----- HIP JACK GIRDER (CJ7) TO HIP GIRDER - - - - - - BC - 2-16d nails - - - - - MINIMUM GRADE OF LUMBER LOADING (PSI) 51R 17 OOx -- T.C. 2x4 SYP 2 L O SM IN7 B.C. 2x4 SYP 2 TOP 20 WEBS 2x4 SYP No3 BOTTOM 00 10 SPACING 24' O.C. SOUTHERN Fort Pierce Division TRUSS 2590 N. Kings Highway, Fort , FL 3495 c O M PAN T E S (BOO)232-01509 erce(772)0414160 mtma...-s.M..b .eom Fax:(772)318-0016 Bncn M. Bleakly Struct Eng #76D51 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160 -- TYPICAL DETAIL @ G-OR TER - HIP NOTE: IDS=National Design Specifictions ALLOWABLE REACTION PER JOINT ~ for Wood Construction. QA UP TO 265f = 2-16d NAILS REQ-D. 132.5# per Nail (D.d.LFactor--1.25) nds toe nails only have 0.83 of © UP TO 394f = 3-16d NAILS REQ-D. lateral Resistance Value. M � ICI LL] L[) 7 71 121.5 J1 OVER II G) 40 m® R® A ov (z) ol � I i Typical jack 45' attachment TYPICAL CORNER LAYOUT Typical Hip —jock' attachment STR. INCRs 25S FBC2017 Brian Ft Pierce, FL 34951 ' 72-464-4-160 e m m C W Hangers Face Hanger Charts M'K i Te k " •'1.1. 5,P SocNo.* t JL24 :.• fiefNo. UJ24 ( Sled Gauge 20 Dmiensmns Cin}. ' .:Header oFtsP Allowable Iaads (Ltis 1' o L6 "Cde .�: 8ef, 5, R5, F2 :Jaf :." JOist ., ." - W•- 1-9/16 H { 3 I l D I 1-121 A .'Maul l 15f16 t { 4 1 1Dd 1 2 1 N lad x1-12 � RoF 100% 47D 115% 125% 54D i 5B0 160% ( 32B { — 4 j 16d 2 1Dd x 1-1/2 1560 640 i 695 I 320 2x4 111 1 JL24IF-1Z — 18 1-116 3-1/8 1-121 — 4 j 1Dd f0)G 2 10d x 1-12 HDG 1465 j 535 580 i 28D 1 31, Rt, � F32 4 16d HDG 2 1 10dx 1-12 HDG I .550 1 615 1 615 I 2BD JUS24 SUH24 LlIS24 U24 i 1B 16 1-9116 1 9/16 3-1/8 11-3/41 31/4 1 2 f 1 1 1 y 1-3116! — 14 — 1 4 j lod _ lod' { 2 i 2 1� I 1Dd x 1-12 s75 { 500 ; 775 ; as5 ! 510 550 1 605 I 380 1 i 5, 4 16d 12 10d x 1-1/2590 i 6fi5 i 720 i 380 ( HD26 JL26, HU25 III W26 l 1 14 20 1-M6 1-9116] 34/2 A-3/4 2-1/2 111 1-71Z' 1-1/B I 15J16_ 16 4 16d " 1Dd 2 2" 4'1710 10dzt-12 6s5 1 745 ', 355 R5, I F2 675 1 ( 745 595 80. 870 1 650 6 . 16d )...4 { 10d x 1-152=:.1 840 1 960 '1 1D45 ( 650 2 zb2,-,.fi JL261F-1Z . l JUST (.LUS26 WC26Z' 1 MUS26 "( UP6• •" : HUS26 ! HU2b , III _ HUZB 111 W25 18 �1 18 11-9116{ .18 ' 16: 16 .:1-SIB, 14 . "14 20 91]6 1-91161 7 9116 � 1-M61 1I 1 9116 1.9/16 - 4-12 4-131161 54M 1. . 5-1/8 . 57/16 .3-12 5 1%4 4-3/4 1 12 �.-- 1-3/4 2 .1 3 2-i2 z 12 1-1/215/16 1-1MO-1 ' ". 1 ' j . l .'{ -3116J 2 ; 1-118 .1-1/e ."— " — _ • j • , — Min • -- t in 8 r � — 6 1Dd-HDG , A: 1adx1-12HDG.1 695 i 800 1 970 i 730. I j 1 31,R1, f F32 ' S, R5, F2 31, R7, F32 I j 5, F2 I 6 , 4 5•) y6d�, j lad . 1 10d" 1" 10d { 4- I 4- 6 j 4 .j iodx1=72HDG i ;' 1Dd ) 1 Dd x 1-12• .1 830 i a7D 1 1285 750 1 950 11M i 730'• 10DD ! 10801 1115 1475 j 1605 I 1 840' , 910 1 755 . MUM•, .', SUH26 l }N$� HD26 • S HD28 - JL26 6 ' 14 ' 4 i 8 6 ]6d 1 - 16d , 1 16d 1fid d 16 4' 1 6 i 2 1 r 4 4 6 1 6 14 1DdY 1-12 • '1 16d J 10d x 1-12 1 i 10d x 1-1/2 _ dx1-1/2 BBD 1 275013140 fil5 10D0 ; 1080 . 755 3345'1 1925 i 695 745 1 365• i 615 j 1238.113M !695 1 745 i 50 1 1490 i. M 12301 171D" 13901 14901 8zs .1 1 870"1 650 6 16d 4 la 1 lad x 1-1/21 MO-1960 110451 . 65D J126ff-TZ WC26Z 18 1AfI6I 4-1/21-1/2 — _ 6 1adHDG 1 4 110dx1-12HDG .695 1 800 100 1 730 I 31,Ri, F32 6 16d HDG 4 1 lad x 1-12 HDG - B30 . I 950.11035 , 730 JL28 11128 2D 1-MB 6-3/8 1-12 15116 — t 1 D lad 1 6 10d x 1-12 1180 11295112951 855 , ! 5 R5F2 1D 16d i 6 I 1adx1-12 114DD 11600 17401 855 Jt28IF-1Z — 18 1-9/16 6-1/B 1-1/2 — — 8 1ad HDG 4 1 1ad x 1-12 HDG 1 930 1065 i 1160 I 73D • 31, R1, F32 8 16dHDG 4 110dx1-12HDG .1105 1121511215 .'730' 2X8 JUS26 Jl)s8 MUS26 MUS28 SUH26 WS26 WS28 Mt1S26 MUSH U26 18 18 18 16 1fi 1-9V16 1-9116 1-9116 1-9/16 1-9/16 4-13/16 6-5/8 5-111fi 7-1/16 5-1l8 1-3/4 1-3/4 2 2 2 1 1 1 1 1-3fl6 — — ( — 1 — — 4 6 6 8 6 lod lad 10d lad 1od 4 ( 4 I 6 8 4 10d 1 1od i lad • .10d 1 10d x 1-12 87D 111011270113751 1285 1 1710 750 1 1000 '1080 1115 1115. 1147511605 1. 865 ' j 197,012_14D 1 1230 1 840.1 910 1" 755 1 _ 5, R5, F2 31 M. 6 16d 4 1. lad x1-12 •BBD M 1108D , 755 �128 — 16 1-9/16 6 5A7 2 1-3/16 — a lod 1 6 lad x1-12 1000 11120 11210 BM 5, 8 16d a I 10d x 1-12 11751 13MI'14401 BDO HUS26 HUS28 HUS26 HUS28 16 16 1-0 1-5/8 5-7/16 7-3116 3 3 2 2 1 — — 1 141 221 16d 16d 1 6 8 16d 16d 2760 I417D 3140 133451 1925 4345143451 2570 R5 F2 HD28 HU28 14 1-9/16 5-1/4 2-12 1-1/8 8 16d 10dx1-02 1230 1390 149D 780. i Maroc 6 1230 139D11490 8z5 H0210 HU210 14 1.9/16 7-3116 2-1/2 11/8 Ain 10 16d 4 1Ddx11f2 15401.1735.118651 780. i Maz 114 6 �� 2430 26t0 1170• 119 1) UpBH bads have been inaeased 60% for wind or ssisnic bads; no btff iocease shall be pemdtled 2)16d sinkers (0.148 dra. x 3-1/4" long) may be used at 0.84 of the table bad where 16d commons are specified Mds does not apply to Mh HUS, MM slant nail hangers. 3) For JUS! HUS, and MUS hangers: Nails must be driven at a 30' to 45 angle thmugh the joist or truss Into the header to achieve the table bads. 4) NAM, ad x 1-12' nags am 0.148' dIL x 1-12' long, lad nalls are 0.148' ft x 3' long, 16d nalls are 0.16? dia. x 3-12' Iong. New prod` Lis or updated product Wormdon are dedgnated in bhe font. &Dnusion Inis6 ■Stainless Steel MGold Coat MMHDG Wflple7bc try A t w Continued on next page Hz@tg$f'S i ke Face; Mount Hanger Charts i�e Joist Size USP StickiVo Ref. No. Steel Gauge Dimensions (m) 'Fastener Scfiedule�- DF/SP Allowable Loads (L.bs.) , ° C q ° U. Code Ref,' Nrud M Header, .. •..' Jorst W H T'ax ::: Nail No FHoor Roof Uplift° 106% 115% lz5%I 160DA JUS24-2 { LUS24-2 f 18 3-1/8 ( 3-7/16 j 2 ( 1 ( - 4 16d ( 2 16d ( 805-1 920.1 965 ; 325 t S'1JH24-2 U24-2 16 3-1/8 3-1/8 2 1-1/81 i 1 _ 6 10d 2 (10d .750'{ B40 i 910 f 380 I ( ' 6 1 16d 2 10d ( 880 10DO 3 108D i 380 (2) 2 x 4 HD24-2 HU24-2 ( 14 3-1/8 3-1/2 ( 2-1/2 t 1-1/81 - 1 4 1 16d 1 2 1 10d 1 615 j 695 ; 745 1 385 ; HU524 2 - i 14 3-1/8 ( 3-7/16 ( 2 1 { - ( 4 ( 16d 2 ( 16d ( 850 1 955 i 1D40 { 495 HLIS24-21F 1 - I 14 3-1/8 { 3-7/16 1 2 ( 1 - { 4 1 16d 2 ( 16d 85D i 9M-.j 1D40 i 495 2_1 1 :"= { :..-4' IF 16d. { -4 --166 { 1040 i 1185 I 12201 1355 2i i ! = SUH26 2 U26 2 . 16 1 , 3-1/8 rr1J16 2 ,1-1/8 ( ID 1Dd 1: 4 J. 10d 1 12501 14D51115151 755. 1 E I 10) 16d 1 4! 1 Od- j 1470 j 1670 11 BDO i 755 HD24-2 ? HD24-2 1 14 3-1 /8 1 " 3-1/2: ; 2-1/2(1-1/8 {_ - i . 4 j 16d. ( 2 10d (615 j w5 . ( 745 1 385 i {2) 2). HUS26 2 HUS26-2 _ S26-21F i FNSC262 14 1` 14 1 3-1/8 .j 3-1/e j 5-1A 2 1. 1 ' 5-1/4- i 2 i" 1 { =' ( =. ( 4 ' 4 .! j 16d . 16d { . 4 .{ ! . 4' :16d j:16d { 1085 1 1085112351 11235 i 1300 i 1155 1300 i 1155 ( r HD26-2: �.HU262 J 14 .1 3-1/8 {t I 5-1/4 2-1/2?1-1/B Mn • Max ' .8 12 1fid , 4..i �-� • 6 • 1Dd t230 1850 j 1390 { ZDBS'4 { ]490 , 780 --1 22351 1170 HUC26 2 74 3-1/8 5-1/4 j 2-112 i - , Mn { Max•1 ' B. ' 12 ( 16d i - - 4 6. ' 10d t 1230 1 1 Md i 13H { 2D851 j 1490 2235 I 713D 1 1170 1 JUS26-2 { LLWS-2 ( 18 ( 3-1/8 ( 5-1/4 i 2 t 1 { - 4 16d 1 4 ( 16d 1 10401 11851 12201 1355 1 JUS28-2 { LUS28-2 18 ( 3-1/8 ( 7-1/8 l 2 { 1 - ( 6 ( 16d 1 4 1 16d 1325 1510116451 1355-91 U26-2 i 16 I 13-1/8 5-1/16 i 2 ; i 1-1/8 _ 10 10d 1 4 1 10d 1250 11405 't 15151 755 755 10 16d 4 10d 14701 1670 law SUH28-2 - 16 3-1/8. i 6-1/4 ` 2 f 1-1/8 _ 12 ( 10d 4 (B15 10d 1500 168511 755 f 755 12 16d 4 1Dd 1765 :1915 r 1915 HUS26-2 ( HLIS26-2 ( 14 3-1/8 ( 5-19 ( 2 1 J - 4 16d 4 ( 16d 1085 1235j 1300{ 1-155 HUS26-21F HUSC26-2 { 14 3-1/8 ( 5-1/4 2 1 - 4 ( 16d 4 16d 1fl85 1235.E 1300' 1155 j HL1S28-2 HUS28-2 1 14 � 3-1/8 { 7-1/8 I 2 { 1 ( - 6 16d 6 ( 16d 1625 1850 t 105 1810 (2) 2 x 8 HUS28-21F { HL13C28-2 ( 14 3-1/8 1 7-1/8 2 1 - 6 16d 6 ( 16d 1625 18501 19951 1810 i R5 HD26-2 H126-2 14 13-1/8 i 5-19 j 2-1/2 1-1/8 f Wn 8 16d 4 1 10d 1 •12301 1390j 14901 -780. 1 1170. F2 Max 12 s .1g50 { 2DB5.f 22351 HD26-21F i HUC26-2 i 14 I 3-1/8 5-1/4 !f ( 2-1/2 !!! - �m 8 16d4 { 6 1� 1 1230 (1390 j 149tf ( 7R0 ' Max 12 185011 2085 { 2235 1170 HD28-2 i HU28 2 14 i 3-1/B i 7-1/8 12-1/2 1-1/8 Max Wm 10 14 ( 1� 64 { 10d1540 1735' 1865 780 ( 1170 1 j r 2t55 2430.1.26101 HD28-21F i HUC28-2 I 14 3-1/8 7-1/8 i 2-1/2 ff - Mnr Max 1 1D 14 ( 16d 4 10d 1540 1735 j 1865 ( 78D 1170. . fi 2d55 2430 '2610 JUS28-2 l . WS28-2.-• (:.18 1. $-1/8: j..74/8 ' '...2 { 1 (. - • 6 16d: 4 16d .1325 1510 16451 13M JU5210-2 1. LLIS210-2: 'J 18 ( 3-1/8 {. 9 1/8 -(. 2 ' 1 ( - 8 16d 6 ,1-16d { 1B45:{ 210.5.1 2290 ' 1980 i SUH. 2 + - 16 . 3-1/8 6'. I 2" 1-1/8 `.- 12 . •'10d 4 .. Ad- { 15D0 1685 1815 j -755- 755 12 1 16d I -4' "IDd 1 1765.1 1915119151 SUH2li}2 . U21 D 2 16' . S. • j 8 9/16 . 2 i 1-1 /8 I -_ ' 16 1 1 Dd .1 .6 f -.1 Dd: j 2000 22451 24201-• 1135 1135 1 16 16d 6 j' 10d . 2350 126701 2BO61 I: HUS28-2 HUS28-2 14 3-1M. { 7-1/8 _.2 1 _ •. -..6:: 16d 6 " : 16d• j 1625 '1850 1995 181D HLIS28-21F 1 HLISC2&2 1 14 -.3-1/8. ..7-1/B'- . 2 : 1 .1 "- : : 6 . .16d :1-:'. 6 :•16d j 16251 1&% 1995 1810 " (2) 2 x10 i HD28 2 HU28 2 14 = 9-1/B 7-1/B E f 2-1/Z a=1B Mn,10 ;" ` ` 16d " ` 4 10d .::: .1 154D 1735 1865 780 1170 Max . 14 .. 6 - j 2155 24301 2610 j HD28-21F HUC211-2' .: 14' -3-1/8 7-1/B. 2-12' .•-'- Lfin10 :.6d : 4" .ice ;. >.- 154D 1735 { 1 • . Max: 1�1 : 6:: .2155 2430 2610 ' 1170 . 178 HUS2iD-2 ' HUS210-2 ."{ 'y4 - 3=1/e- ".91/B. ",.2:: °: 7 .::-: 8 ':16d: .'8;:. 16d'.2170 2465 .266D, 2210 :. • HLIS2ID-2� .:. HUSC210-2: {:.:14 1; 3-1/8 . 4H/B ': 2:.' .1" :;= 8: ' :16d : •: 8 :`� 16d : 2170 2465: 2660 . 2210 ;. ::: "{. 5 :::•:. ''z:c:.. .. r...:...:. .:.:: HU2f 0 2 ;' .....::: r14: ::.;:. 3 118 .. :;. 't 9 .; 2-1 2 IA/8 Mui• •14-... 16d . ;:_ ,, 6 ':: = _:: Zi55' 24 . 3475. 261D •3725 .1170' 1950.. .20 1 ..:.18d ... 0 . H�21(J31D=2 F ': _.: ;HUG2l0-2_ :14... -.•=:. `•.:.: _:. -.. ". -" Min Max i4 '� .: = ',"10-':.._:= 6 ` 2155 24� 261D .117D .. 308D 3M 3725 1950. 021D 21F : '. HUCp21Q 2` -.14 j . 3=1!"4 =-9.-. -: 3= t 1-121 ='.::12' lA . ;.$ :1NSi 5Q15 5590 5590 .2975. 31, Ri, F32 1) Uprdt loads have been increased 60% for wind or seismic b* no further increase shall be permitted. 2)16d sinkers (0.148 d'ra. x 3-1/4' Fong) may be used at 0.84 of the table toad where 16d commans are specified. This does not apply to JU% HUS, MUS slant nail hangers. 3) For JUSI and HUS hangers Nags must be driven at a 30'to 45' angle through the joist or truss Into the treader to achieve the table loads. -th A 4) WS3 Wood Screws are 1/4' x S' long and are included with HDO hangers. 5) NAILS 10d nails are 0.14s- die. x 3- long, 16d are 0.162' dia. x 3-12' long. New products or updated product Information are designated In blue ford. H Corrosion Finish ®Stainless Steel ')Gold Coat MHDG OTdpW Zinc D W 114 Cu*wed on next page • ------ ---- ---- �SEt�ECS Face Mount Hanger Charts ITS ke }gist LHim/. UP Stock No. Ref.Na Steel 8auge Dimensions (m) Fastener Schedule. ; DF/SP • . ADowable Loads (Lbs) ° a: .. GnGe Ref, Header : ' Mai Nal dnLsf W .' H :: _D A - Nab Flom not . Uplift' 1D0% 115% t25% 16D% SUH314 U314 16 t 2-RM 61 I 1 D-9/16 1 2 1-118 _ I 18 { { 18 1 1 Dd { 6 i 1 Dd x 1-12) 2250 ! 2525 { 2725, 1135 f 16d 6 110d x 1-12" 26451 3DD0 t 3010 i 1135 i HD314 { c HU314 14 2-RM61 11-5l16 2-12 �--! 1-1/8, t min' 16 Max ! 24 { 16d 8 i 10d x 1-12 12 1 24651 Min { 3695 i 4171) 2980 ; 1280 4435 i' 2045 3 x 16 H0314F HD316 HUC314 HU316 14 14 2-9/16 2-9l16I i 11-5M 6 13-5t16 2-1/2 2-12 - 1 Min 1 16 Max { 24 1-1/13: w 18 Max { 26 ( 16d 16d 8 ' 1od x 1-1/2 12 1 1 8 { lad x1-12l 12 I 2465 ; 27801 38951 417014435 ZM' 3Mf 4005 144M 14435 29B01 1280 12D45 s' 156D s ? 2D45 t HD3161F HUC316 14 12-9/161 (III tC 13-5/16 t { 2-112 _ Min E IS ( Max 1 26 16d { 8 { 10d x l-12 I 12 { e t 3125 40051 4435 { 33551 1550 4435 t 2046 S 12) 3 F B ; i _ HD38-2 i HU38-2 14 15111Q 6-1/8 2 l2 14 /B .M a t 10 K -{ Max S 14 16d l: 4 8. f - 15401 1735 ! 1801 78D 2155 2430 26f0 i 1170 HD38 2 HU38 2 I 14 5-1/8 i 6-1/8 2-U2 1-1A Min 10 16d { 4 10d fi 1215512430126101 1154011735118651 780 f Max I 14 1170 (2) 3 x 10 HD310-2 , HU310-2 14 15-1/B !�! ! I 8 2-12 1-1/B Min ( 14 16d t 6 { i led 10 .. Z15512430 26101 117D j I Max ; 20 r 30B01 3475 { 3725 i 1625 3I 12 ; HD3122 HU312-2 14. 51/8 10 j'2-12 11/8 +mine 16 ` 1 16d t Max i .24 S ` r-= 111d t 12 , i 2465 12780 f C 36% 14170 ( 29M 1 1055 { 4470 j 2340 j I (Z) 3 x14 j 11 I HD312-2 ttl JUS26-3 !! 1 HU312-2 {{; WS26-3 j 14 [ . 1$ 15 1/8 117 1 4-5/8) 10 4-1/2 ( ! 2-12 Illl 2 1-1/8' I 1 -f 4� 1 _ i 4 i 16d f 16d - 2 { ladl 4 - .16d 4 j 369514170 `:' 1040' 11B51 j 4470ZiAD 1220 `S 1355 . SUH26-3 1 i U26-3 16 ' 4-58 51l4 t 2' 1 1 8 - 8 ! Ind { . 2 : S . Ind .. 1 10001 1120 11651 380 1 16d 2. +. . 10d a 1165111651 11651 380 (3).2Xfi ., : HD263'" '' ..� HU263 14. 4-5/8 I 4-12 2-12 1-1/8S MN; 8 , Max 1 12 i 16d i d '. b 1 tOd I1230 i390{149D; { 1850 2085122351 780 1170 { 5 1 HD26 31F HUC26 3 j 14 "4-WS 4-12 2-12 - j Min 1 8 1 1fid i 4' 1Dd 12301 1390 11850 2085 11490 {.2235 1. 780 i 1170 j H5, F2 I Mmc t i A2 6 = JUS26-3 1 WS26-3 { 18 4-12 2 1 - 1 4 { 16d 1 4 1 16d 11040 1185112201 130 JUS28-3 1 WS28-3 1S 4-5/8 6-3/8 2 1 - I 6 16d { 4 16d 132511510 11645.1 1355 SUH� 3 U2&3 16 4 5/8 5114 2 I 1 _ 8 10d 2 1 10d 10DO 11120 1 1165 300 ' 8 16d 2 1 Ind 11651 1165 11651 3S0 - HD26-3 ( HU26-3 14 4-5J8 j 4-112 f (2-1/2 (tt 1-1/8 Min 1 8 16d 4 { lod 123D1 13M 1850120031 1490 22351. j 780 1170 Max 12 6 (3) 2x 8 HD26-31F ( HUC26-3 I 14 4-5/8 4-1/2 f 1 2-12 111 - Min 8 1� . 4 i 6 :I ) Ind.18M 12301 13M 1149D 1 780 j Mmc 12 2085 2235 ) 1170 HD28-3 - 14 4-5/8 ! { 6-3/8 1 2-12 1-1/8 Min 10 1 i6d 4 10d 115401 17351 1865 780 ' Max 14 6 2155 2430 2610 1170 HD28-31F ` t - fff 14. 4-5/8 6-318 2-12I - Mot 1 10 l6d 4 ( 10d 154011735118651 780 1 Max ( 14 6 21551-2430 261D 1170 JU528-3 "..c' ..:) WS2B 9 • 18 4-5/8 •t 6 318 - 2 ? 1 . "- = 6 16d :�. 4 -1 16d : 1325 1510 1645. 1355 JU$21D 3.: = W521D-3 ' 1 18 14-5/8; &3/8 1 2 8: 1 16d 6 { _ 16d'. ' 18451 2105 2290 1980:, SLIH2163 ' {L +-LOG-3 1 - 16-. 4-5/8 :. 8-3/8. •'2, �. 1 ,' ' - 10d 1750 1965 2120 1135 14 1 16d' ": 6•.': . -10d' ' ..2060 2335 2520' 1135 HD28-3 [ - I 14 4 5/8 1 .6 3I8 2-12 1 ' 1-118 Min " 10 16d 1 4 .: 10d' .. 154D 1735 1863 - 7B0 ' Max :14 6• 2155 243012610 1170 13) 2X10' HD28 31F - -.' 14 4 5/8 6 3l8 - 2-12 =i .. r. Ilar 1a 16d . • . 4... = - 10d' . ": •:. f540 { 1735 180. 780 fdmr ° 14 . 6' :: 2155 2430 2610 1170 -; • .. :HD210-3. _ ..: - I : HU210-3 :., • ! 14.; 4-5/8. &114 '2-12 1:1%B M'm : 14. " 20• 16d .. 10 10d .:_ : _ 2155 2430 2610: 1170•7 3080. 3475 3725, .1950 e . iD21 D 31F=.::' HUC210 3 " . 14• ; 4 518 .8&114 2:12 _ - fl'm .,14 - ' ; 16d .. .:-`'......1D .. 8 -. _ . -_10d • - . •......�• • 210 2430 2610• ; 1170. j-',Max 20, 13a80 3475. 37,t5 ' 195D. - HDO21D-3F`= ' HUCO2t0-3' 1 14 : 4-SB.�_ • 9.- :"-3: .1=112. -. .'-:12 i': WS3 �S"_ ::: W53 _' ° 5915..5590 5590' 2975 • 31, R1, F32 1) tlp8ft toads have been increased 60% for wind or seismk loads no further increase sha0 be permitted. 2)16d sinkers (0.148 dra. x 3-1/4' long) may be used at 0.84 of the talde load where 16d cmnmorm are specified. Thls does trot appiy to JUS, HITS, MM slant nail hangers 3) WS3 Wood Screws are 1/4' x 3' long and are Included with HDO hangers. 4) NARS 1 Dd nails are 0.148' dia. x 3' Imrg,l6d nails are (.162' die x 3-12' long. New (products or updated product information are designated In Mw ford. -)-I A . Coon Finish ■Stainless SteelGald Coat rmHD6 Triple Dnc;�; �c HH "0`T w Continued on next page 117 ...... o Face Mount Hanger Charts Re k Jams#5¢e. ' USO _', StoakN4 JUS46 I t SLM46 (U46 _. "Re1.110. lJJS46 f 1 ( Steel Gauge 16 ( 16 { Dimensions (m) .:::.... Fastener Schedide�'A : DF/SP Allowable Laads (Lbs.) o - ft' Floor Roof Uplim E 1D0% 11596 125% 16D% CS Fi 10401 1185 ; 1220 y 1355. 11405 ! 15151 755 f { 167D 11Ban 1 755 I .Cade ReL Header•- Nisi — 1 ' 4 { ; 10 ( — 10 j J ' .= oist .. W 3-5/6 { 3-9/Ib1 9 D 5 ) 2 � ! 4 13/16 2, A 1 1 1-1/6 I Nail ' 16d llid ', Neil' . 4 1 16d 1 4 1 lad 1125D 16d I 4 j 10d 11470 06 6 I t" E HUS46 HUS461F HD46 j HUS46 1 HUS046 1 HU46 E. i 14 { 14 { 14 I3-9/16 { 3-5/8 ( 3-58 1 5 1 2 ,1 5 1 2 1 5-i/16 t 2-1/2,1 { 1 { 1 I— 1-1/8 t-- — f 4 1 4 1 —( Max 1 12 1 16d 1 16d 1 16d i 4 ( 16d 110851 4 1 16d 11 1 � 10d 6 I Qe511235 12301 185012065 1235 : 13D01 1155 j i 13DD i 1155 e_ 1390 ; 14901 780 .9 ? 2235.1 1170.1, . i HD461F CO JUS46 ; LUS46 1 JUS48 ` LUS48 14 18 ; le i 3-9116 E 3-5M # 3-SM j 51/16 12-1/2 { _ 5 j 2 1 1 6-7/8-2 1 7 Mint 8 Max 1 12 1 .— 1 -.4 ': — :. B.,..16d 16d 16d : 4 1 tOd 1 fi (18501 4 16d ' , . 4. 1 16d . 1 123911390 10401 13251 11490 E 780 2DB5 22351 1170 1185 # 1220 1355 � 1510 1 16451 1355 _ i SUH46 , U46 1 16 '3-9/]6�'4-13/161 .2 `1-1/B — i 10 1 10 '' 10d j 4 ' j 10d -' 1 12501 05 14! 1515'j 755 '• 18001755 1,6d.1 4' '.10d 14701-1670 1. ' HUS46 :. j lRlS46 1' 14 1 3 518 , 5 2 ! . 1 { : — A. 4 16d 4. 1. 1bd . ' 10B51 1235 1 1300 1 1155 1 1 E HUS46D ; HUSC46 14 3-541 j ' 5 1 2 ! 1 — j 4 1 16d . j 4 .1 1fid i 1D85 { 1235 1 13D0 1155 '1 '. HU548 ! 14 1 .3-5/B s 7 _ ? 2 1 1 I — 6 j 16d ( 6 j t6d i 16251 1 B50 1 19951 1810 ' 4 x BI LHU548' i 'S4BF ' i HUSC48 1 14 i HU ( HD46 ! HU46 14 3-5/8 1 13-91161 j' 7 ( 2 i 1 , 5-1/16 i 2-112; 1-1/8 t —! 6 Non i 8 I 16d i i 16d 6# 16d 4 1 6 1' .' lad j .16251 1 12301 185D' 1 B50 i 13901 1 Zo85 1995 j 1810 14901 780 . 22351' tno Max i. 12 ( HD45 F HUC46 i 1. 14. ! 1 13-9116 1 ( � 5-1/16. 2-1/2' — 1 Min. 1 8 : AM 1 4 1 10d ( 6 1 1230 (1390 ° 1490 780.. 2235 1 1170 5, R5, Max i 12 185D 1 2085 1 HD48 .( HU48 ! } 14 3 91161.E-15/16 j i 2-1/Z 1-1/B Min 1 10.. 1sd , 1 • .. 4 1 led 6 j ` 1540 { 1735 1865'1 '780 26901 1170 14 2155 2430 f ' HD481F JUS48 r HUC48 1 LUS48 1 14 , 18 ! 3-9/161.6-15h6 1 3-5/8 1 1 1 6-7/8 1 z-1TL1 2 . —. 1 1 Min 1 10 '16d 1 16d 4 , 1Dd 6 ' ( 4 1 16d 15401 1735 18651 '780 2610 1170 . 116451 1355 ! Max , 14 — 6 21551'2430 11325 151D JUS410 1US4lo f 18 3-5/8 B-7/8 ! 2 1 — 1 8 16d 6 16d 1' 1845 .2105 1230 1 19110 SUH410 HUS48. HUS481F r ! U410 tr 1 HUS48 HUSC48 16 ( 14 14 I3-9/16 1 3-5/8 1 3-5/8 8-318 7 1 7 2 2 ) 2 1-1/8 1 1 _ 16 16 1 — 6 1— 6 10d 6 j lad 120M 22451 24201 1135 1 28801 1135 i 19M 1810 1M 1810 16d 16d 16d 6 lad 6 1 16d 6 1 16d 1 23501 11625 1 1625 2157111 1850 1B50 HD48 1 HU46 14 13 9/16 6-15/16 2-12 ((( 1-1/8 min 1 1D 16d 4 1pd 6 1540 1 1735 1qMi Max 1 14 2155 2430 4x D HD481F { HUC4B E(Min 14 I39/16 6-15/f612-1/2 i — i 1D 16? 4 6 1� 1540 1735 � j 14 1 215 ,2430 HUS410 HU64101F 1 HUS410 HUS0410 14 1 14 1 3-5/81 3-5/8 B-7/8 B-7/8 2 1 2 1 1 — 8 — 1 8 1 16d 16d 8 1 16d 8 1 16d 12170 1 2170 2465 24651 266D 1. 2210 26M 1 2210 HD410 HU410 14 3-9/16+ t B-13/16 1 2-1/2 1-1/8 Min 1 14 16d 6 10d 10 20 2430' ffif0 1170 ! 3725 1100 Mai 20 WO j 3475 HD4101F HUC410 14 3 9/16I 8 1311E 2-1/2 — n 14 16d 6 10 1Dd 2155 2430 2610 .'1170 190 = ... H504101F HUC0410 14 3-9116 1 9 3 1-1/2 — l2 WS3 1 6 WS3 15015 5590 5590 1 2975 IL 131, R1, F32 1) Uplift loads have been increased 6D% for wind or seismic Wds; no loaner maease snap oe perFnMBU- 2)10 sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HA MUS slant nail hangers 3) WS3 Wood Screws are 114" x 3" long and are included with HD0 hangers. 4) IWAR S- 1 ad nails are 0.148" d'Ia. x 3" long, 16d nails are 0.162" dm_ x 3-112" long. lel products or updated product infor mation are designated in b!us ford. 11 orrosiiun Finish ■Stainless Steel R6old Coat WHDG ETr)ple Zinc ,ryt A�� LH �D "I-,J 119 a MINIMUM OFiADE OF LUMBER uHLEss-SPECIFIED-vN-1;NOiNEER's SPACED-DEstON,-APPIy-1rl�=T�-BMCEr BOrr— --- ¢^ MOTH OF WE , yy EY EB, SAME 8PEOIEa AND OMOE OR BSrrER •ATTACHED Top Chard 2rr4 3V #2 SPF $1/1}Z or bol(.r WRN DJ BOX r0.17s x,6 NAILS AT B" DO, OR DONIINUEUS V1T RAL BRACING, Dolt Chard 2x3(*) OR 20 SP #2N OR SPF j1/J2 or bells EQUALLY SPACE, FOR DIAL VALLEY WEBS GREATER THAN T -a Wobw 20 M? #3 or boiler MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 1R'-D (9) •sm3 AM BL RUFFED FROM A SNIP. (PRDHED OR SWAMP TOP nHORO OF TRUSS BENEATH VALLEY SET MUST BE BRACED WRHi (�") ATTACH MGM VALLEY 7O EVERY 9UPPOITNNO TRU99, WRFII ppRORIX ATTACHED, RATFO BHFATHINO APPLIED PRIOR TO VALLEY TRUSS II�STAPEUATIoN OR OQ Sod BOX (0,136" R•3.6 NAILS 701-NAILED FOR PURLINS AT 94" 00. OR AS OTAERYASE SPECIFIED ON ENGINEERS' SEALED DESION 110 20n ABC[ ' 1"WiFif VMD. OR .. MFAH Nunn EN=sw BUILDING. BY VALLEYS TRusRE9 USED IN LIEU DF pUgLIN SPACING AS SPECIFIED ON tNOrNEEna SEALED •DESIGN. EXP. C. RMOENOIN, WIND TO DL.-9 PSF. Dui FRR0�{ ZNB OR [•TFWTH TFIE PURl18 SPAS NR IAL BRACING THE TOP CHORD OF THE TRU96 IAH06R A9 REQUIRED BENEATH THk VALLEY 19 MFA9VRFD ALONG THE ELOPE OR THE TOP CHORD.• (49) UViOER SPANS (dA BX BUILT AS LONG AS 1. jE VERTICAL HEIGHT DOES Orr aX NOT E%OEED 12—�. BOTTOM CHORD MAY BE 306RE OR PVCNED OUT AS SHOWN. vA4.er prg, 43N4 ' �r"�I► ax SCUME CUT (2) 12d M Wall BQVME OUT (91F)TOE YAI CHORD nDrroM PHQAD . VAUX(. OPTIONAI: STUB ep�1Ntl "„1 END VERTICAL - INS 6'-0"Max Spa 20'--0" Max (**) ' SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING, so I HERIII WIT. ' Fort IPferce' DIvIS31an and domino • TRUSES 2890 NN%l7I1trnpa7-8 N-mloopf P Fort vros, Fdow COMPANIES (BOO)131-0801 Igor'4404-00 Trvau am Thai no it rprallbd on r v e ry c3 r- r� T r—r not ihrl respooelhmlf of trust deslpnur, pinle pSriap mcVnpp Una on oauibnad Io a Sollon broclrw MIA IS nhim naulrnd to or M Shall bi bra SanSbls aura OPTIONAL HIP JOINT DETAIL . FRAMING TO LL 20 20 PSF TO DL 10 ' 1 15 PS pC DL 10 10 PSF SO LL 00 00 PSF TOTAL LOAD 1 40 46 PSF ddVCIpH rIr m 11.25 1.2E oF� SOUTHERM TRU5S COMPANIES ,r rya Sf 0 N r REFER TO OHART ABOYE FUR MAX OABLE VEFMCAL LENc7lFI c=1 r- t"o T s— ► Imp Fncuon broclnq Is not Ihs rupomibplly of bsw dulgn■r, p slo momrfosluror nor Inns lobdulsr, pmons vmUn�yyh trim o I cuullml to sash pmfuslonol da ddddominulnpndsrelnD Ivnolllml lend ppl�enl bmulp,11 eh quired mwl b riiqunod In Fort P I e rce D IvI sl o n �sppttoplo opppocllum Soo V51•B1 5 IF. sbsel Commsnlory and r000mmen- 180a N. Klnp■ HI hwt dcllorn Isr hundilog, WoMng It brocIng mslol plate oonnulod Rood IF"s Fort Pierce, FL 114091 Trus,N oro Ic bs sroolod ark foebncd in Iodemd In c tlmlphl Md ytomb puillon (Boo)�sa—asoo (77z)464-419a xhero no shsapn�le oQpped dlnolb to The lop chonis, Ihey shop bR 6raood oe FaR,(77Z)31B—oo18 ■ow>nrd Ih■ s■ nlpn. Trump■ III b■ ndlo allh reomonublo two dWng r MaxImun Total Load In P5F 5PACINO AT 24�" O.C. I -0.0 „ R 1V SNOWS 1o100A uo11o1n0 g l' L 1n IsdL{, J013nj u0110in0 gZ'L in d8d0g ,Iolonj uotlolna ££'L 1n I dog Bu1pno-1 unwlXnW Ibm Imw gl ualplla's Bupnp Itm a1punmw 4UI, opal oq U041 oacaml UE11 I:w 241 uo poupodo Ito paawq oq IRS h41 'apm4a dal 141 al 41320 MUdda ry IM42 au ou4r aallload quuq pug l4Blmp a W paugool ul paualml pun papas Iq of an navel I&? .5MR4 pawl palmum gold lalaw Bulauq >1 Bumopq '6uupuaq gal malwp —uowwaau pua Imluauuu03 10e41 Lmwwng Ig—IML mS tuallagdda awude W patom eq 6aw 4alya eupmq LuluauuG pua Ilapaltl Bupnp Bulaupuop pua bupddal IUTA&ld of pai1�0 thine h 4aljY 5ulaalq u611211I up m5w GappG puaingad %an al pouopnaa on IOlawl ullula Iuamd 'mloapgal IM4 tau twnlaopwgw 2101d 9aualup Imq la 41H41suadlu 241 Lau q Bupwq ugpug 9 i on-9 kk C(EWSK0.4 091"O'k up unco—ZCZ(000) 'AONy sEuIN 'N r95Z uo1S1n1❑ (30JOld hod s-31MVd W O3 ssh91 RCUM Os 'XVW 'O'0 „0—je. ® pOV.4 Hloa HOV3 NI SINN Poi—i► MM QOOMAId X00 „Z%VOX a H11M NOVM01d H0VJXV * , I I �1 '1 ale � ! �.+�✓ Olml I ICI •Olnl I C II II O F O F 9X5 5x5 a �X5'L bX5'L 'L £X5'L 9X5 9X9M., r.,vc 94 g 5x� {FX5'ZS'Z VXZ V ,Z5 .GQ -,0£ 3dAL 01 do SNVdS 1NIo� �Vd 'O/O „-V IV S11VN P9L HAM HOV1UV '1130W3W 93M d0 HION31 X09 QNV H31190 110 '1430W3W ,ir L Ol ,0 L 03M SV S3103dS 30VI:10 3WVS '33V80 „L 1fXZ '3/0 aV 1V S11VN 139 H11M H3V11V '!l39W3W 03M d0 HION31 909 QNV Ming 240 '!l39W3W AL Ol AL 03M SV SMUS '3MB 3WVS '30V119 „1., OL SMOV119 ON I „ B -L Ol ,0 ONIOVII9 MIW3311 JKLON31 03M 114VHO ONIOVU13 93M EMPIP-A UT Wil 00 ,i 030VJS 3W S30Vd HW9 SV ONM SV 631Vhd 30Vd NOVe 1401U M-MO 3e J.VW - (*X) 30Vd 1NONd 116d 9-1a 09 aNUL 'Ad 9-1a 01 d M d00H N y1��HMWV OJWOM 'ache 03GM= 010 9� '10H NV3W .GC 'ONIM Hdq, CK d8d -'la an ONIAL ded a —la DLLaNIM O dO Ma SMO 14OHA 'IW L 'dOOH NI 3H3HM AW 031V0o1 'Oa18 a3S010 DW. 308V 10H NV3W ,OC 'ONUN HdW oDj7 :SNOWN00 ONIM ONW.CMEU 3HL 90d 3IMnddV SI 'W13a SIHL 'ONIOVd6 Nnund a3HlnbM M0.4N0193aO3V68...M33NON3 OLL IBM" 96 ' � NUH1d WW Q61O�d0�eOU3MaMSV01 lYd 0 d01 LdL'H3H1aNil ).1103H10 ION SI 3af1dS 3NO IVHL 06 0311300YJS 3e IS(IW S33rWS ONOHJ WOLL09 OW d01 WW 00 ,i lV S1V UM NOVBLOOld 30Vd8 Salvia a3HSv0 utu Namel a3 d3S OL MAU ��� ja £ d" ixZ mgvA .a Z da i'xZ pua40 110e ja ZA AM j K3 Na4a dal ------ - .... ....... -- - ----- -------- SCAB-BRACE-DETAIL ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT.APUCABLE WHEN BRACING IS `** REQUIREDAT'V3•POINTS OR I -BRACE IS•SPEC:IFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 1Dd 13" X 0.1311 NAILS SPACED Be-O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=.tZ-0" 2x4 MINIMUM WEB -SIZE - MINIMUM WEB GRADE OF #3 i Naffs � 5ecfiop Detafl I ®� Scab -Brace Web must be same species grade (or betted as web member. T-BRACE / I -BRACE DETA1L Note: T Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T Brace / I -Brace must cover 900% of web length. Note: This detail NOT to be used to cxti•ivert T Brace / 1-Brace webs to continuous lateral braced webs. Nailing Pattem T Brace size Nail Size• . Narl Spacing tx,4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2xB 16d 8" o.c. Note: Nail along entire length •of :T Brace / I -Brace• (On Two-Ply's Nail to Both Plies) .: ' I altemate position I r ;; r' Wa ' Brace Size for One -Fly Truss Specified Continuous Rows of Lateral Bracing Web'Size 1 2- 2 a -or 2x4 i x4 (I T Brace 1 x4 (h I -Bra 2x6 1 x6 (I T-Brace 2x6 I -Brace 2x8 12x8 TBrace 2x81-Brace Nails Brace Size �Y for Two -Ply Truss } Spedfied Continuous t ..+ Rows of Lateral Bracing SPACING' Web Size 1 2 2x3 or 2x4 2x4 TBrace 2x4 I -Brace k 2x6 2x6 T Brace 2x6 I -Brace 2x8 12xB T-Brace 2x8 I -Brace T-BRACE / r `A i Nails i � Section Detail race Web web alternate position I -Brace T Brace / I -Brace must be same species and grade (or better) as web member. n NOTE If SP webs are used in the buss, I x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to 42 with 1X bracing material, use IND 45 fbrT-Bracefl-Brace For SP truss lumber grades up to #1 with lX_ bracing material, use IND 55 for T Bracell Brace a- ...... _ . -- ..... L-BRACE DETAIL Nailing Pattern . L-Brace size Nail Site . Nail Spacing 1x4 orb 10d V" o.c. 2x4, 6,1 or 8 16d 8° o.c. Note: Nail along entire length of L-Brace • .' (On Two-PVs. Nail to Both Plies): i i I NwLs I SecSon Detail L-Brace Web Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace Intist Cover 90'%• of web lengtk: ' L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 2x6 US *� 2x8 2x8 DIRECT SUBSTITUTION NOT APUC= L-Brace. must be same spedes grade (or better) as web member.. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 , 2 2x3 or 2x4 2x4 ..� 2x6 2x6 '*t 2x8 2x8 •** — DIRECT SUBSTITUMON NOT APLICABLE. �. 70 1 Cuss ruse ype tY Y 7833 ;33-B-LN Al Fort Pierce, FI. 34951 COMMON Flan 3 i ob Reference o tioml Run: 82M s Jul 21 2018 Print 8.220 s Jul 21 2018 M7ek Industries, Inc, Thu Aug 1613:26:59 2018 Page 1 _— _�_ iouthem Truss Companies, ID:ny4imnjpmNjBmTCOUkmcynijv-7UvCroiD1b1HI kfH66yADXDe41oPT7BbTY99rynGuQ 7 2 1 1431 22� 0 30 4 13 37-5-7 444 -0 f15 8-0 ~■ 7-2-1 7-1-1 8315 8 0 13 7 010 6 i0 9 1-0 0 5.00 52 5 Dead Load W. = 5116 in - 3x5 -:r- f 3x5 4 6 3x6 I 3x6 4x6 3 7 48x5 zZ- t 2 W6 7x8 = I 4 9 1 10 Ic c i 17 16 15 14 13 12 114x5 = 18 3x5 = 3x6 = 3x5 = 3x6 = 3x5 = 5x9 3x5 = . I i I i 4541-0 . &1.8 g.bp 9414 8.5.14 8-9-11 • 1-0-D date Offsets (X,Y)= j1.0-1 12,0-0-12t [2.0-3-0 0-1-12] •[9.0-0-0 0-1-14] [1 r0-5-12 0-1-4] .OARING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP CH 20.0 Plate Grip DOL 125 TC 0.58 Vert(LL) -024 14-15 >999 240 MT20 244/190 "CDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) '-0.55 14-15 >971 180 3CLL 0.0 Rep Stress Incr YES WB 0.89 Horc(CT) 0.16 11 n/a n/a 3CDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 251 lb FT = 20°% .UMBER- I BRACING- -OP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purfins. T1: 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 30T CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 8-11 B1: 2x4 SP M 31 2 Rows at 1/3 pts 2-18 NEBS 2x4 SIP No.3 ZEACTIONS. (s` ) 18=048-0 (min. 0-1-8),11=0-8-0 (min.0-2-1) Max Horz 18=193(LC 9) Max Upliftl8=565(LC 8), 11=605(LC 9) Max Grav18=1633(LC 1), 11=1735(LC 1) -ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 OP CHORD 2-3 3073/1081, 3-4=2939/1102, 4-5=2477/924, 5-6=2471/918, 6-7=2853/1072, 7-8=2986/1052, 8-9=759/323, 9-1 0-620/157 30T CHORD 1718=109112864, 16-17=-B28/2492, 15-16=-82812492, 14-15=-45711856, 133114=644/2471, 12-13=-644/2471, 11-12=86812768,10-11=1B8/630 NEBS 2-17=211/286, 4-17=1851477, 4-15-643/462, 5-15=359/827, 5-14=352I814, 6-14=-6181459, 6-12=158/399, 2-18=3190/1046, 9-11=-424/364, 8-11=2394/762 DOTES- 1) Unbalanced roof live loads have been considered for this design. ?) Wind: ASCE 7-10; Vutt-160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.Opsf; h=15% Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=1b)18=565, 11=605. -OAD CASE(S) Standard PE 7 51 i LL- X6 I STATE C47 Z ///�S/0NA1- �EN\�� i toss russ ype Y Plan 1833 ` 533-a-I-N IA10 MONO HIP 1 1 Job Reference (optional Run- B220 s Jul 21 201B Print 8.220 s Jul 212018 Mi fek Industries, Inc Thu Aug 1613:26:59 2018 Page 1_ -- '-.. '--- ---'1" f - - - ID:ny47imnjpmNjBmTQZIUjlwcyngv-[UYI:roItJ1D11'1rl xTn00YtWA0M*0gr I root r Varynuuu 5-7-12 . 1D-0-0 17-014 24 1-13 31-2-11 38 310 45 8-0 • 57-12 4-4-4 7114 7-0-14 7-0-14 7-0-14 7�-6 5.00 Dead Load Defl. = 7/16 in 5x5 — 3x6 = 3x6 = 3x4 II 3x5 = 3x5 = 3x5 = 4x5 = _ fl o in 11 5x8 = 18 17 16 15 14 13 1 1 4x5 = 3x8 — 4x8 MT20HS= 3x5 = 3x5 = 3x5 = 5x5 5x6 WB= 14-0 1-D•0 -0-0 04-0 10-0-0 1&10-2 841-0 ' '8-1D-2 27-8-4 8-10-2 36{•6 &10-2 45.8-D date Offsets (X Y)= [1.0-3-2 0-3-Ot [1:0-1-6 Edge) [10.0-2-0 0-2-0] [12.0-2-8 0-2-12] [18.0-2-0 0-1-8t _OADING(psf) SPACING- 240-0 CBI. DEFL in (loc) Udefl Ud PLATES GRIP "CLL 20.0 1 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.52 15-16 >999 240 MT20 244/190 "CDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.86 15-16 >629 180 MT20HS 1871143 3CLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.20 12 n/a n/a =L 10.0 Code FBC2017/TP12014 Matrix-S Weight 235 lb FT = 20% -UMBER- BRACING - OP CHORD 2x4 Sr, No.2 TOP CHORD 30T CHORD 2x4 SP M 31 BOT CHORD NEBS 2x4 SP No.3 WEBS ETHERS 2x4 SP No.3 SLIDER Left 2x6 SP No2 2-7-5 2EACTIONS. (s¢e) 1=0 8-0 (min. 0-1-8),12=Mechanical Max Horz1=208(LC 8) Max Upiift1=583(LC 5), 12=-694(LC 5) Max Gravl=1672(LC 1),12=1672(LC 1) =ORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. fOP CHORD 1-22=3597/1337, 2-3=3544/1353, 3-4=3361/1276, 4-5= 3107/1220, 5-6= 4356/1759, 6-7,6-4356/1759, 7-8=13280/1729, 8-9=2887/1162, 9-10=2887/1162 50T CHORD 1-18=1334/3241, 17-18=1753/4237, 16-17=1753/4237, 15-16=188514501, 14-i15=1645/3911, 13-14=1645/3911,12-13=1043/2467 NEBS 3-18=187/275, 4-18=286/967, 5-18=1322/626, 5-16=17/389, 7-15=344/243, 8-15=130/573, 8-13=130B/617, 10-13=307/1086, 10-12=2813/1194 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 548-6 oc bracing. 1 Row at midpt 5-18, 8-13 2 Rows at 1/3 pts 10-12 DOTES- 1) Wind: ASCE 7-100 ; Vutt=160mph (3-second gust) Vasd=124mph; TCDL= 42psf; BCDL=S.OpsF, h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 Z) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. f) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Goads. i) Refer to girder(s)lfor truss to truss connections. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=583, 12=694. 1 :OAD CASE(S) Standard �N ENv PE 7 51 i -d STATE R{ 833-64N IAi1G MONOHIP 2 1 0 4-6-6 &-0-0 14-46 2a7-4 26-1110 33 0 i 2 , 333-8 , 458 0 4-6-6 3-5.1�- 8 6-2-12 6-2-12 6-2-12 6-2-12 Dead Load Dell. = 12 in 3x8 = 5.00 112 5x8 2x4 11 46 = 2x4 11 48 = 3x6 = 2x4 11 4 5 6 7 8 9 10 11 4x5 = 12 77 T2 _ _ _ _-- Ta_-- PP pmlo� =10=111 r'A MR041111 i 5x8 = 21 20 19 18 17 16 15 14 13 4x5 = 3z5 = 400 MT20HS- 2x4 11 3x8 = 2x4 II 4x12 = 3x5 • I': 3x12 = 4x10 MT20HS= 1-4-0 A-0-0 s-o-o 14�8 20.7r1 zr lkw 3.9-O.1z 39-3-8 aS&0 -0.0 6�-0 648 6-2-12 12-12 fr2-12 &2-12 6d•8 0-4-0 Plate Offsets (X,Y)- [1:0-3-2,0-3-0], [1:0-1-6,Edge], [4:0-5-12,0-2-8], [7:0-3-0,Edge], [9:0-1-12,0-2-0], [12:0-1-12,0-1-8], [13:0-3-0,0-1-8], [14:0-4-0,0-1-12], [17:0-2-0,0-1-8], LOADING (psf) SPACING- 2-M CSI. DEFL in Qoc) i/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.71 Vei-4U) 0.80 17-18 >678 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.63 Vert(CT) -1.12 17-18 >485 180 MT20HS 1871143 Stress Horz(CT) 0.21 13 n/a nla 3CDL 10.0 F04 Code BC2017/TPI201 afiz S92 Weight 479 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No2'Except* TOP CHORD T2:2x4SPM31 30T CHORD 2x4 SP M 31 BOT CHORD NEBS 2x4 SP No.3."Except' W4: 2x4 SP No2 SLIDER Left 2x6 SP No-2 2-0-1 1 REACTIONS. (size) 1=0-8-0 (min. 0-1-8),13=Mechanical Max lHort1=167(LC 8) Max,Upl"Ift1=1461(LC 5), 13=1644(LC 5) MaxlGravl=3219(LC 1), 13=3456(LC 1) Structural wood sheathing directly applied or 3-11-0 oc pudins, except end verticals. Rigid ceiling directly applied or 7-2-2 oc bracing. FORCES. (lb) - Maz. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7253/3383, 2-3=7199/3387, 3-0=7313/3461, 4-22=10197/4894, 22-23=10197/4893, 23-24=10196/4893, 5-24=10196/4893, 5-25=10197/4894, 25-26=10197/4894, 26-27=10197/4894, 6-27=10197/4894, 6-7=11466/5471, 7-28=11466/5471, 28-29=11466/5471, 8-29=11466/5471, 8-30=11466/5471, 30-31=11466/5471, 31-32=11466/5471, 9-32=11466/5471, 9-33=5697/2712, 10-33=5697/2712, 10-34=5697/2712, 11-34=5697/2712, 11-35=5697/2712, 35-36=5697/2712, 36-37=5697/2712, 12-37=5697/2712, 12-13=3326/1683 30T CHORD 1-21=315216536, 21-38=3236/6764, 3&39=3236/6764, 39-40=3236/6764, 2040=3236/6764, 19-20=5593/11703, 19-41=5593/11703, 41-42=5593/11703, 18-42=5593/11703, 18-43=-5593/11703, 43- 44=5593/11703, 44-45=5593/11703, 17-45=5593/11703, 17-46=-0511/9458, 16-46=-4511/9458, 16-47=4511/9458, 47-48=-4511/9458, 15-48=-4511/9456, 1549=-4511/9458, 49-5D=4511/9458, 50-51=451119458, 14-51=d551119458 ✓VEBS 3-21 204/364, 4-21=-42/535, 4-20=187613883, 5-20=704/628, 6-20=1714/796, 6-18=0/495, 6-17=270/157, 8-17=669/587, 9-17=1092/2284, 9-15=0/489, 9-14=-4278/2046, 11-14=712/629,12-14=3043/6396 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. \\\ . �L /,/ Webs connected as follows: 2x4 -1 row at 0 9-0 oc. �\--- / 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply."\�'iEIV$�.�� connections have Ibeen provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft: Cat II; Exp C; End., GC L-10 8; j PE 7 J� MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 / t 4) Provide adequate) drainage to prevent water ponding. Y i 5) All plates are MT20 plates unless otherwise indicated. MRIPYbIrift gn designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^p \ , STATE OF 1 833-B-LN A11 G I MONO HIP NOTES- 7) Refer to.girder(, B) Provide mechai 9) Hanger(s) or of 107 lb down an lb up at 20-0-1; lb down and 151 up at 38-0-12, 164 lb up at 8-( 22-0-12, 80 lb d lb down at 38-C responsibility of i for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=1461, 13=1644. :r connection device(s) shall be provided sufficient to support concentrated load(s)129 lb down and 233 lb up at 8-0-0, 107 lb down and 156 lb up at 10--0-12, 150 lb up at 12-0-12, 107 lb down and 150 lb up at 14-0-12, 107 lb down and 150 lb up at 16-0-12, 107 lb down and 150 lb up at 18-0-12, 107 lb down and 150 107 lb down and 150 lb up at 22-0-12, 107 lb down and 150 lb up at 24-0-12, 107 lb down and 150 lb up at 26-0-12, 107 lb down and 150 lb up at 28-0-12, 107 lb up at 30-0-12, 107 lb down and 150 lb up at 32-0-12, 107 lb down and 150 lb up at 34-0-12, 107 lb down and 150 lb up at 36-0-12, 107 lb down and 150 lb ]7 lb down and 150 lb up at 40-0-12, and 107 lb down and 150 lb up at 42-0-12, and 107 lb down and 150 lb up at 44-0-12 on top chord, and 314 lb down and 0, 80 lb down at 10-0-12, 80 lb down at 12-0-12, 80 lb down at 14-0-12, 80 lb down at 16-0-12, 80 lb down at 18-0-12, 80 lb down at 20-0-12, 80 lb down at wn at 24-0-12, 80 lb down at 26-0-12, 80 lb down at 28-0-12, 80 lb down at 30-0-12, 80 lb down at 32-0-12, 80 lb down at 34-0-12, 80 lb down at 36-0-12, 80 12, 80 lb down at 40-0-12, and 80 lb down at 42-0-12, and 80 lb down at 44-0 12 on bottom chord. The design/selection of such connection device(s) is the LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=54, 4-12=54, 1-13=20 Concentrated Loads (lb) Vert 4=129(B) 7=107(B)19=54(B) 21=314(13) 10=107(B) 22=107(B) 23=107(B) 24=107(B) 25=107(B) 26=107(8) 27=107(B) 28=107(B) 29=107(8) 30=107(B) 31=107(13) 32=107(B) 33=107(B) 34=107(B) 35=107(B) 36=107(B) 37=107(B) 38=54(B) 39=54(B) 40=54(B) 41=54(B) 42=54(13) 43=54(B) 44=54(B) 45=54(B) 46=54(B) 47=54(13) 48=54(1]1) 49=54(B) 50=54(B) 51=54(B) 52=,54(B) 53=54(B) 54=54(B) I � PE7 51 r -0 STATE 4 s�C)NAL-;NG ���1lifllll\\ Gil I runs runs ype y Plan 1833 :33-P LN A2 • . HIP 2 1 lob Reference (optional) Soutiem Truss Companies, Fort Pierce, FI. 34951 Run: 8220 s Jul 21 2018 Print 8.220 s Jul 21 2018 MiTek Industries, Inc Thu Aug 16 1327:02 2018 Page 1 ID:ny4imnjpmhj8mTCOUjjwcynljv-X3aKTpIBKWPrBRTEyEgfor9eLH4mcpjdHRnpmAynGuh 7-2-5 13-9-10 21-" 23-6-0 3010-6 37-5.11 4450 7-2-5 6 7-5 7-2-0 2 8 0 7-2 6 6 7-5 7-2-5 Dead Load Dell. =1/4 in Sz5 = Sz5 = 5.0D 12 5 a 20 19 18 .. 16 15 13 1z I I 8x8 = 5z5 = 3x4 = 4x6 — 3x4 = 3x4 = 4x6 = 3x4 = 5z5 = 8x8 = .OADING(psf) -SPACING- 2-0-0 est. DEFL in poc) I/deft Ud PLATES GRIP 'CLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.37 13-15 >999 240 MT20 244/190 'CDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.62 13-15 >853 180 3GLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.14 11 n/a n/a 1CDL 10.0 Cdde FBC2017/TPI2014 Matrix-S Weight 262 lb FT = 20% .UMBER- BRACING - 'OP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. TOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 7-15 i tEACTIONS. (s¢e) 20=u-8-0 (min. 0-1-15),11= -8-0 (min. 0-1-15) Max IHorz20=158(LC 9) ' Max UpIift20=557(LC 8), 11=557(LC 9) Max Grav20=1642(LC 1), 11=1642(LC 1) °ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 1-2 3202/1051, 2-3=2834/942, 3-4=2711/961, 4-5=2228l766, 5-6=19891744, 6-7=22281766, 7-8=2711/961, 8-9=2834/942, 9-10=3202/1051, 1-20=1562/584, 10-j11=15621583 QT CHORD 19-20=380/538, 18-19=1048/2889, 17-18=B25/2556,16-17=-825/2556, 1546=473/1989, 14-15=667/2556, 13-14=667/2556,12-13=--890/2889, 11-12=234/538 WEBS 2-16=395/252, 4-18=71/417, 4-16=-825/464, 5.16=163/581, 6-15=163/581, 7-15=-825/464, 7-13=71/417, 9-13=395/252, 1-19=67012358, 10-12=-658/2358 TOTES- ) Unbalanced roof live loads have been considered for this design. !) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psf; h=15it; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 1) Provide adequate drainage to prevent water ponding. •) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 20=557, 11=557. .OAD CASE(S) Standard PE 7 51 �l �6 t STATE OF II �. 5T7 1 russ Iruss lype Uty Ply Plan 1833 833-64LN HIP 1 1 IA3 Job Reference(optional) _..-..... �....... r..m.,�..;� G.w o;o_ ❑, aeaa Runt 8_220 s Jul 212018 Print 8.220 s Jul 212018 Mirek Industries. Inc. Thu Aug 16 13.27:02 2018 Page 1 ID:ny4imnjpmNj8mTOZIUjjwcynljv-X3aKTpI6KVJPrBRTEyEgfor9hl SAcricdHRnpmAynGuN 6 G 5 12-9 3 19-0-0 25 8-0 _ 31-10-13 36 1-11 4443-0 •' 6 Cry 6-2-13 6-2-13 6-8-0 6-2-13 6-2-13 6-i5 5x5 = 5.00 12 5x7 = Dead Load Dell. = 5116 in 18 'f 10 15 14 11 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL_ in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 12-14 >999 180 BCH 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 11 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix-S Weight 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 31 *Except* end verticals. B2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-2 oc bracing. AfEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-15, 7-14, 2-18, 9-11 REACTIONS. (size) 11=Mechanical, 18=048-0 (min. 0-1-8) Max' Horzl8=143(LC 8) Max' Uplift11=540(LC 9),18=540(LC 8) Max'Grav11=1642(LC 1), 18=1642(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=676/254, 2-3.3046/967, 3-4=2982/986, 4-5=23931794, 5-0=2154/771, 6-7=23921794, 7-8=2982/986, 8-9=3046/967, 9-10=676/254, 1-18=404/213, 10L11=-404/213 BOT CHORD 17i18=1039/2860, 16-17=-811/2591, 15-16=-811/2591,14-15=485/2153, 13-14=-668/2591, 12-13=-668/2591, 11-12=-896/2860 AfEBS 2-1 7=1 76/263, 4-17=81/429,.4-15=-617/396, 5-15=137/568, 6-14=193/568, 7-14=-617/396, 7-12=81/430, 9-12=1761263, 2-18=2565/817, 9-11=2566/818 VOTES- 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf BCDL=5.Opsf h=15ft; Cat. II; Exp C; End., GCpi=0.18, MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrnt with any other live loads. i) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It--Ib)11=540, 18=540. ._OAD CASE(S) Standard CEN ����PN M.BLF,gii / PE 7 51 X, I STATE o,� 6RIX) ZONA1_iE� nb , runs 833-B-LN Ain Southern Truss Companies. Fort Pierce, Fi. 34951 685 12-9-3 6 6 5 6-2-13-13 HIP I1 Run: 82200ss 5x5 = 5.0D F12 5 k Dead Load Dell. = 1/4 in 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = 5x4 = 19-M 2543,0 , 35-0- 4 :.OADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP rCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.22 12-14. >999 240 MT20 244/190 rCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.49 12-14 >999 180 3CH 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.12 11 n/a n/a 3CDL 10.0 Cone FBC2017/TP12014 Matrix-S Weight 241 lb FT = 20% LUMBER- BRACING- rOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc pudins, except 3OT CHORD 2x4 SP No-2 'Except* end verticals. 51: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-7-2 oc bracing. ASBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-15, 7-14, 2-18 REACTIONS. (size) 11=0-8-0 (mirk. 0-1-13), 18=G-8-0 (min. 0-1-8) Maz Harz 18=188(LC 8) Max' UpliM 1=-475(LC 9), 18=50B(LC 8) Max Gravl 1 =1 512(LC 1), 18=1512(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. rOP CHORD 1-2=-644/247, 2-3=2750/895, 3-4=26B5/914, 4-5=20761705, 5-6=18591694, 6-7=1973/672, 7-8=1879/616, 8-9=1940/604, 1-18=391/210 3OT CHORD 17118=10221260Z 16-17=78812308, 15-16=788/2308, 14-15=- 424/1760, 13,14=511/1879, 12-13=51111879, 11-12=412/1279 NEBS 2-17=190/268, 4-17=85/445, 4-15=625/399, 5-15=95/479, 6-15=157/314, 6-14=93/365, 7-14=226/259, 7-12=302/170, 9-12=86/633, 2-18=2308/754, 9-1 1 =1 904/623 NOTES- 1) Unbalanced roof1live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf, h=15ft; Cat If; Exp C; End., GCpi=O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=475, 18=508. LOAD CASE(S) Standard PE 51 -p STATE OF j i46 i O //111111\ ' 83&6-LN A4 -- IHIP I1 1 5 Jul 21 2018 Print 8.220 s Dead Load Deft. = 19 in 5.00 FIT 5x7 = 2x4 11 W = 6 7 a 21 18 17 16 '- -is 4x5 = 3x5 — 4x6 = 3x5 = 3x8 = 3x5 = 3x5 = 7x8 = 5x9 \\ 4x6 — 1-4-0 1 9.8.0 18 M 23-4-0 2&B•0 38-11-15 8-8-1 -0-0 8.4-0 8.4-0 &3-15 8$-1 Plate Offsets KY)- [2:040-0,0-1-14], [6:0-5-4,0-2$1 18'0-5-4 0-2-81 [12.0-1-12 0-0-12] [13:Edoe 0-3-4] [21:0-5-12 0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.50 Vert(LL) 025 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.50 18-20 >999 180 BCLL 0.0 Rqp Stress Incr YES WB 0.69 Horz(CT) 0.19 13 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight 268 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP N0.3 BOT CHORD I WEBS REACTIONS. (size) 13=Mechanical, 21=0-8-0 (min.0-2,l) Max 1-1orz21=153(1-C 8� Max Upliftl3=519(LC 9), 21=559(LC 8) Max Gravl3=1633(LC 1), 21=1735(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-478186, 2-3=589/214, 3-4=2989/921, 4-5=2938/931, 5-0=2516/872, 6-7=2410/909, 7-8=2410/909, 8-9=2528/876, 9-10=2956/954, 10-11=3058/938, 11 �L 12=597/220, 12-13=366/191 BOT CHORD 1-21=103/4&4, 20-21=941/2721, 19-20=794/2628, 18-19=794/2628, 17-18=585/2270, 16;17=585/22B1, 15-16=739/2655, 14-15=739/2665, 13-14=-854/2823 WEBS 5-20=37/296, 5-18=501/343, 6-18=154/500, 6-17=140/406, 7-17=319/240, 8-17=134/391, B-16=161/514, 9-16=534/351, 9-14=55/339, 11-13=2612/807, 2-21=347/280, 3-21=2527l781 NOTES- 1) Unbalanced r•c 2) Wind: ASCE 7 MWFRS (enve 3) Provide adegL 4) This truss has 5) Refer to girder 5) Provide mechi 21=559. LOAD CASE(S) Structural wood sheathing direly applied or 3-1-9 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 11-13, 3-21 live loads have been considered for this design. I; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf h=15ft; Cat II; Exp C; End., GCpi=0.18; re); Lumber DOL=1.60 plate grip DOL=1.60 drainage to prevent water ponding. en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. for truss to truss connections. mil connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except &=1b)13=519. oNklI III////, - PE 7 . 51 STATE OF W �RIv��G�� w F.33-6-LN AAA HIP i 1 I 1 I Job Reference (optional) -- .3�udr- em Truss Companies, Fort Pierce, FI.34951 Run: 8.22o s Jul 212018 Print 8220 s Jul 212018 M7ek Industries. Inc Thu Aug 16 13:27:0.3 2018 Pale 1 Dead Load Defl. = 3/16 in s.ao 12 5x7 = 2x4 II 5x7 = 3x5 = 3x4 = 3x8 = 3x4 = 3x8 = 3x4 = 3x4 = 4x4 = 5x8 \\ 3x6 = 1 9.8-0 18-0-0 23-4-0 28.8-0 36.11-15 41-2-0 42-1 n-A-n .-DADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) 1/defl Ud PLATES GRIP rCLL 20.0 Plate Grip DOL 125 TC 0.38 Vert(LL) 0.17 17-19 >999 240 MT20 2441190 rCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.37 17-19 >999 180 3CLL 0.0 Reap Stress Incr YES WB 0.61 Horz(CT) 0.12 12 n/a n/a 3CDL 10.0 I Code FBC2017/TP12014 Matrix-S Weight 252.lb FT = 20% L.UMBER- TOP CHORD 2x4 SP No.2 3OT CHORD 2x4 $P No.2 ddEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. WEBS 1 Row at midpt 6-16, 3-20 REACTIONS. (size) 12=0-M (min. 0-1-12), 20=0-8-0 (min. 0-1-14) Max Horz20=21 1 (LC 8) Max; L1plift12--438(LC 4), 20=520(LC 8) Maxi Gravl2=1467(LC 1), 20=1569(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. rOP CHORD 1=2=444(78, 2-3=550/205, 34=2622/835, 4-5=2520/845, 5-6=2117/751, 6-7=1925/762, 7-8=1925l762, 8-9=1884/677, 9-10=1470/459 3OT CHORD 1-20=-951449, 19-20=926/2407, 18-19=770/2276, 17-18=770/2276, 16-17=541/1902, 15-16=-468/1679,14-15=-483/1591, 13-14=-483/1591,12-13=190/579 JdEBS 5-19=-44/318, 5-17=515/348, 6-17=156/511.7-16=321/241, 8-16=187/529, 9-15=0/261, 9-13=-631/275, 10-13=242/1018, 10-12=1584/522, 2-20=334/277, 3-20=221 W700 NOTES- 1) Unbalanced roofllive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15ft; Cat II; Exp C; Encl., GCp'I=0.18; MWFRS (enveloQe); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt--lb) 12=438, 20=520. 1 LOAD CASE(S) ,f �.?3-B-L.N lout,ern A5 HIP 5.Ln1 12 5x7 = 2x4 11 5x7 = Dead Load Deft. = 1/4 in 18 17 16 15 — 13 12 11 4x5 = 5x5 = 5x6 = 34 = Us = 5x5 = 6x9 \\ 1 4x6 = 8x8 = 1-" 1 1 8-7-12 16-0.0 234-0 3043-0 38-04 45-8-0 -0-0 7-3-12 7.4-4 7-" 7-4-4 7-7-12 03-0 date Offsets (X,Y}= [5:0-5-4,0-2-121, [7:0-5.4,0-2-121, [11:Ed9e,0-6-01, [11:0-1-12,0-0-0], [12:0-2-8,0-1-12], 116:0-3-0,0-30], [17:0-2-8,0-2-0], [18:0-0-11,0-1-10], [18:0-2-4, .OADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) I/defl Ud PLATES GRIP -CLL 20.0 Plate Grip DOL 125 TC 0.96 Vert(LL) 027 15 >999 240 MT20 244/190 -CDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.48 13-15 >999 180 3CLL 0.0 Reap Stress Incr YES WB 0.89 Horz(CT) 0.14 11 n/a n/a 3CDL 10.0 Code FBC2017ITP12014 Matrix-S Weight 253 lb FT = 20% -UMBER- OP CHORD 2x4 SP No2 -Except` T2,T5: 2x4 SP M 31 3OT CHORD 2x4 SP No.2 NEBS 2x4 SP No.3 ZEACT)ONS. (size) 11=Mechanira1,18--0-8-D (min. 0-2-1) Max IHorz 18=138(LC 8) Max Uplitl1=-498(LC 9),18=538(LC 8) Max,Grav11=1633(LC 1),18=1735(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. WEBS 1 Row at midpt 3-16, 9-13 =ORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 1-2- 5541175, 2-3=3116/982, 3-4=2694/926, 4-5=2683/950, 5-6=2739/1062, 6-7= 2739/1062, 7-8=2630/956, 8-9=2715/935, 9-10=3206/10D6, 10-11 =1 553/528 30T CHORD 1-113=201/568, 17-18=339/568, 16-17=863/2805, 15-16=695/2419, 14-15=-696/2435, 13-114=696/2435, 12-13=865/2893, 11-12=209/558 NEBS 3-16=-461/336, 5-16=76/437, &15=2001590, 6-15=445/336, 7-15=194/572, 7-13=90/455, 9-13=536/366, 10-12=69612340, 2-18=1538/617, 2-17=647/2244 I. aOTES- 1) Unbalanced roof live loads have been considered for this design. ?)Wind: ASCE 7-1Q; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. t) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Refer to girder(s) i) Provide mechanical ifor truss to truss connections. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)11=498, 18=538. -OAD CASE(S) Standard No PE7 51 i STATE OF \�NX o�I cuss SS3-E-LN A5A 0 CD O Dead Load Defl. = 3/16 in 012 0 Sx7 = 5.2x4 11 5x7 = 17 16 15 14 12 11 iu 3x5 = 5x4 = Sx5 = 3x8 = 3x4 = 3x5 = 24 II 5x9 \\ 3x6 = 1-" 1-rr0 8-7.12 16-0-D 915NO 30-8-0 3& 41-2-0 -0-0 1 7-3-12 7.4.4 7.4.0 7-4-0 -4 .7�� 3-1-12 0-4-0 Plate Offsets KY� [5:0-5.4 D-2-81 [7:0-54 0-2-8] 111:0-2-4 0-1-8][15:0-2-8,0-3-41,[16:0-2-0,0-2-41,[17:0-0-11,0-1-101.[17:0-2-8;0-2-81- LOADING(pst) SPACING- 24)-0 CS1. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.18 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.34 15-16 >999 180 BCH 0.0 Rgp Stress Iner YES WB 0.75 Horz(CT) 0.10 10 We n/a BCDL 10.0 Code FBC2017lrPI2014 Matrix-S Weight 236 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15 I REACTIONS. (size) ID=Mechanical, 17=041-0 (min.0-1-14) MaX Horz17=196(LC 8) Max Uplift10=466(LC 4), 17=501(LC 8) Maz Grav10=1467(LC 1), 17=1569(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=511/157, 2-3=2760/868, 3�230V799, 4-5=2289/823, 5-0=2194/887, 6-7=2194/887, T-8=-1935/701, 8-9=12961425, 9-10=1455/466 BOT CHORD 1-�7-182/524,16-17=379/524,15-16=-851/2478, 14-15=-645/2054, 13-14=529/1709, 1�13=529/1709, 11-12=382/1196 WEBS 3-15=492/347, 5-15=80/449, 5-14=122/363, 6-14=-446/336, 7-14=274f751, 8-12=170/632, 8-11=-833/371, 9-11=-49D/1529, 2-17=1381/583, 2-16=56511960 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=42psf; BCDL=5.Opsf, h=15fh Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.6D plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b)10=466, 17=501. LOAD CASE(S) Standard I � PE.7 51 -o STATE OF AIAL r A I 533&LN A6 Southern Tnfss Companies. Fort Pi HIP 5x5 — 3x6 = I US = 3x5 = Sx5 = 19 1ti �i ' 4x5 = 5x5 = 3x8 = 4x6 — 3x5 = 600 \\ 4x6 = 3x8 = 5x5 = Dead Load Defl. = 5/16 in 140 1-0-D i 7-6-9 14-0-0 23--0-0 3248-0 39-1-8 45-&D -0-0 62-9 6-5-7 9-4-0 5-4-U 6S8 6$8 ex8 = _OADING (psf) SPACING- 24)10 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP rCLL 20.0 Plate Grip DOL 125 TC 0.80 Vert(LL) 0.31 15 >999 240 MT20 244/190 rCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.58 13-15 >918 180 3CLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.14 11 n/a n/a 3CDL 10.0 Code FBC2017/TP12014 Matrix-S Weight 247 lb' FT = 20% _UMBER- BRACING- rOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. 3OT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or &9-15 oc bracing. B2: 2x4 SP M 31 WEBS 1 Row at midpt 5-17, 7-13 NEBS 2x4 SP No.3 2EACTIONS. (size) 11=Mechanicbl, 19=0-6-0 (min. 0-2-1) Max Horz19=123(LC 8) Max Upl'rft11=520(LC4), 19=546(LC 5) Max Gravl 1 =1 633(LC. 1), 19=1735(LC 1) =ORCES. (lb) - M CompJMax. Ten. - All forces 250 (Ib) or less except when shown. rOP CHORD 1-2=442/126, 2-3=3085/1026, 3-4=2821/1026, 4-5=2556/988, 5-6=3071/1182, 6-7=3071/1182, 7-8=2582/996, 8-9=2850/1034, 9-10=3184/1052, 10-11 =1 558/544 3OT CHORD 1-�9=135/450, 18-19=257/450, 17-18=892/2787, 1617=1017/3011, 15 16=1017/3011, 14-15=1018/3021, 13-14=1018/3021, 12-13=916/2880, 11-12=169/467 NEBS 3-17=295/275, 4-17=199f149, 5-17=761/320, 7-13=742/314, 8-13=205f164, 9-13=368/299, 10-12=771/2420, 2-19=1545/588, 2-18=738/2347 40TES- 1) Unbalanced roof) live loads have been considered for this design. Z) Wind: ASCE 7-10; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf; h=15ft Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. t) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Refer to girder(s) for truss to truss connections. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt—ib) 11=520, 19=546. _OAD CASE(S) Standard owl IIII/o, - `�-4Z PE 7 51 STATE OF RN�%'���'�� /11 i 111•l1\ S33-B-LN I A6A 8x8 = 25-8-7 if 10 - " 5x5 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 5x5 = '-OADING (psf) SPACING- 240-0 rCLL 20.0 Plate Grip DOL 125 rCDL 7.0 Lumber DOL 125 3CLL 0.0 Rep Stress Incr YES 3CDL 10.0 Code FBC2017/TPI2014 LUMBER- rOP CHORD 2x4 SP No.2 30T CHORD 2x4 SP No.2 -Except` 1322 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 18=0-8-0 (min. 0-1-15), 10=Mechanical MaxHorz 18=97(LC 8) Max, Uplift18=523(LC 5), 10=523(LC 4) Max Gravl8=1642(LC 1), 10=1642(LC 1) Dead Load Deft. = 5/16 in 8x8 = CSL DEFL. in (loc) Well Lid PLATES GRIP TC 0.75 Vert(LL) 0.32 14 >999 240 MT20 244/190 BC 0.87 Vert(CT) -0.5914-16 >901 180 WB 0.93 Horz(CT) 0.15 10 n/a n/a Matrix-S Weight 244 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 1 Row at midpt 4-16, 6-12 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3202/1057, 2-3=2870/1040, 3-i=2601/1001, 4-5=3103/1191, 5-0=3103/1191, 6-7=2601/1001, 7-8=2870/1040, 8-9=3202/1057, 9-10=1566/546, 1-18=1566/546 BOT CHORD 17 18=259/469,16-17=924/2897, 15-16=1027/3048, 14-15=1027/3048, .131,14=1026/3048,12-13=1026/3048, 11-12=921/2897,10-11=169/469 WEBS 2-16=367/298, 3-16=207/771, 4-16=754/317, 6-12=754/317, 7-12=2071771, 8-12=367/298, 9-11=77612436, 1-17=776/2435 NOTES- 1) Unbalanced roofilive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It—lb)18=523, 10=523. LOAD CASE(S) Standard / PE7 .51 u, 6ZZ t -o STATE OF i In ruTusss russ ype j tY y Plan 1633 83-s6 { N A7 HIP 111 1 I Job Reference (optional) So mem Truss Companies, Fort Pierce,. FI. 34951 Run: 8220 s Jul 21 2018 Print 8220 s Jul 21 2018 MP Industries, Inc Thu 13:27:06 2U18 Page 1 ID:ny4imnjpmNj8mTOZiUpwcynijv-OggrJBocOlwHf3m?B4kbyhKRZvOLXd9DC210vximGu, 1-4-0 6-5-2 124)-0 1s 7-4 27�12 34 8-0 40-2-13 45-M 1 4 0 S1 2 5-&14 7-7 4 7-5� 7-7� 5-6.13 5-5-3 Dead Load Deft. = 5116 in 5x7 = 2x4 II 3x6 = 34 = 50 = OD 12 4 5 6 7 8 3x5 � zt 3x5 3 W1 9 rn �\ 10 11 ` - o 20 19 19 17 16. 15 14 13 12 11 4x5 = 5x5 = .3x5 = 46 = 3x8 = 3x5 = 46 = 3x5 = 6x6 = axe = 6x10 \\ 14-0 II 1-0-0 .� 2 124)-0 19-7-4 27�12 3441-0 40-2-13 45-M 5,1-2 5614 - 7-7� 7-5� 7-7-4 Srr13 SS9 0-4-0 Plate Offsets (X,Y)-'r [4:0-&4 0-2-12] [8:0-5-4 0-2-12], fl1:Edoe,0-6-0], [11:0-1-12,0-0-0], [12:0-3-0,0-2-8], [16:0-2-8,0-1-8], f19:0-2-8,0-1-121, f20:0-0-11,0-1-101, f20:0-3=8;Edge] LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.37 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.90 Vert(CT) -0.62 15-16 >849 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T2,T�: 2x4 SP M 31 BOT CHORD 2x4 SP No2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (s¢e) 11=Mechanidal, 20=048-0 (min. 0-2-1) Max jHorz20=107(LC 8) Max Uplifts 1=546(LC 4), 2D=572(LC 5) Max ,Grav11=1633(LC 1), 20=1735(LC 1) FORCES. (lb) - Maio Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2- 350/111, 2-3=301211047, 3-4=2931/1102, 4-5=3535N426, 5-0=3534/1426, 6-7j=-3534/1426. 7-8=3547/1430, 8-9=2971/1114, 9-1 0=3132/1 081, 10-11 =1 563/562 BOT CHORD 1-2p=112/354, 19-20=195/354, 18-19=920/2727, 17-18=887/2657, 16-17=887/2657, 15 6=1265/3546, 14-15=895/2694, 13-14=895/2694, 12-13=951/2840, 11-12=133/401 WEBS 4-18=20/301, 4-16=-454/1154, 5-16=431/324, 7-15=-474/323, 8-15=-046/1128, 8-1$=32/324, 10-12=82212451, 2-20=15581592, 2-19=791/2389 NOTES- 1) Unbalanced roof 2) Wind: ASCE 7-11 MWFRS (envelol 3) Provide adequate 4) This truss has be 5) Refer to girder(s) 6) Provide mechani 20=572. LOAD CASE(S) Structural wood sheathing directly applied or 2-10-11 oc purlins, except and verticals. Rigid ceiling directly applied or 5-2-14 oc bracing. 1 Row at midpt 7-16 re loads have been considered for this design. Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.0psf; h=15f17 Cat II; Exp C; End., GCp'1--0.18; ); Lumber DOL=1,60 plate grip DOL=1.60 irainage to prevent water ponding, 1 designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads. x truss to truss connections. il connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt--lb)11=546, �GEN�4� i PE 7 51 STATE i �4C,� Sg10 ECG /611111x\\\ I russ I russ I ype ty Plan 1833 I A7A IiIP 1 1 :33-B-LN j Job Reference (optional) Z. h— Tn, r mnaKf F-t Pierre. FL 34951 Run: 8.220 s Jul 212018 Print 8.220 s Jul 212018 MTek Industries, Inc Thu Aug 16 1327:06 2018 Page 1 OYd 0 5-5 2 11-0 0 18-7-4 26.0-12 33-8-0- 39-2-13 44-8-0 0 _ 5-1-2 5 6 14 7-7-4 7-5 8 7-7-4 5> 5- 5 3 Dead Load Defl. = 5/16 in 5x7 = 2x4 II 3x6 = 3x4 = W = 51 12 3 4 5 6 7 3x4 � 3x4 -ZZ- 2 W1 8 RI 19 1 18 17 16 15 14 13 12 8x8 = 6x6 = 3x4 = 4x6 = 3x8 = 3x4 = 4x6 — 3x4 = 0 11 10 6x6 = 8x8 = .OADING(pst) SPACING- 2-M CSL DEFL in (loc)• I/deft Ud PLATES GRIP 'CLL 20.0 Plate Grip DOL 125 TC 0.52 Vert(LL) 0.38 14-15 >999 240 MT20 2441190 "CDL 7.0 Lumber DOL 125 BC 0.91 Vert(CT) -0.64 14-15 >833 180 ICLL 0.0 Rep Stress Incr YES WB 0.94 Horc(CT) 0.17 10 n/a n/a 1CDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 243 lb FT = 20% UMBER- I BRACING - OP CHORD 2x4 SP No.2 'Except` TOP CHORD T2,T3: 2x4 SP M 31 IOT CHORD 2x4 SP No.2 BGT CHORD VEBS 2x4 SP No.3 WEBS MACTIONS. (size) 19=0-8-0 (min. 0-1-15), 10--MechanicalMax. Horz 19=82(LC 8) Main Upl"dt19=549(LC 5), 10=549(LC 4) Maxi Gravl 9=1 642(LC 1), 10=1642(LC 1) rORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1-2=3150/1086, 2-3=2991/1120, 3-4=357811439, 4-5=3578/1439, 5-6=21 8/1439, 6-7=3577/1439, 7-8=2991/1120, 8-9=3150/1086, 9-10=1571/565, 1-19=1571/565 IOT CHORD 18 -19=2091402, 17-18=959/2857, 16-17=9D4/2713, 15-16=904/2713, 14115=1274/3577, 13-14=901/2713, 12-13=901/2713,11-12=956/2857, 10 11=133/402 WEBS 3-117=31/323, 3-15=-450/1144, 4-15=431/325, 6-14=482/326, 7-14=-450/1143, 742=3W24, 9-11=--827/2466, 1-18=827/2466 Structural wood sheathing directly applied or 2-10-14 oc puriins, except end verticals. Rigid ceiling directly applied or 5-2-11 oc bracing. 1 Row at midpt 6-15 TOTES- ) Unbalanced roof live loads have been considered for this design. !) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=S.OpsF, h=15% Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 1) Provide adequate drainage to prevent water ponding. .) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Refer to girder(s)Ifor truss to truss connections. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It -lb) 19=549, 10=549. 1 .OAD CASE(S) Standard tPE 7 51 i STATE OF f Zz f , C RID ZONAL ENG \� 011111-1 F/ I Dead Load Del = 112 in 54 = 18 17 16 15 14 13 5x8 = 4x5 = 3x8 = 4x8 MT20HS= 3x5 = 3x5 = 48 MT20HS= 3x8 — 4x5 = 1-4-0 46.8-0 1-D-0 10.0-0 18-10.11 27-9.5 36.8.0 45-0-0 4 -0-0 &&0 ' &10.T1 8-10.11 8-10.71 8-S-0 WW Plate Offsets MY)�- (1:0-3-2,0-3-01, r1:0-1-6,Edgel, [12:0-3-2,0-3-01, [121-3-11,Edge], rl3:0-2-12,0 1-81 [18:0-1-12 0-1-81 .LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP T CLL 20.0 Plate Grip DOL 125 TC 0.81 Vert(LL) 0.55 15-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.94 15-16 >588 180 MT20HS 187/143 3CLL 0.0 Rep Stress Inrr YES WB 0.49 Horc(CT) 0.22 12 n/a n/a 3CDL 10.0 C6de FBC2017/TPI2014 Matrix-S Weight 233 lb FT = 20% :UMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. 30T CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. d✓EBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-13 SLIDER Left 2x6 SP No.2 2-7-5, Right 2x6 SP No2 2-7-5 REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 12=04-0 (min. 0-1-8) Maxi Horz 1=76(LC 8) Maxi Uplift1=589(LC 5), 12=589(LC 4) Max Grav1=1702(LC 1), 12=1702(LC 1) =ORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3671/1352, 2-3=3617/1368, 3.4=3434/1290, 4-5=3175/1232, 5-6=448211778, 6-7=-448211778, 7-8=448211778, 8-9=3175/1232, 9-10=3434/1290, 10-11=3617/1368, 11=12=3671/1352 30T CHORD 1-18=1197/3308, 17-18=1603/4299, 16-17=1603/4299, 15-16=1764/4666, 14-i15=1600/4299, 13-14=1600/4299, 12-13=1194/3308 ,VEBS 3-18=1921276, 4-18=300/1006, 5-18=1419/625, 5-16=53/440, 6-16=312/192, 6-15=312/192, 8-15=53/440, 8-13=1419/625, 9-13=300/1006, 10-13=192P276 40TES- 1) Unbalanced roof live loads have been considered for this design. ?) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL= 42psf, BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1) All plates are UT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb)1=589, 12=589. -OAD CASE(S) Standard NX r PE 7C051 nt STATE OF i ZZ 833-&W ' HIP Dead Load Dell. = 9/16 in 5x8 = 21 20 19 18 17 16 15 14 5x8 = 4x6 = 34 = 4x12 MT20HS= 2x4.11 4x8 = 3x8 = 3x6 = 3x5 = 410 MT20HS= 4x6 = 1-4-0 4641-0 11-0-0 6-0-0 14 2-10 zo-3s z6f7 32-s� 384-0 45 1-0 a5�-0 i -0-0 6-6-0 b2-10 b0-14 fr614 6.0-14 6-2-10 114-0 1.0-0 Plate Offsets KY].- [1:0-3-2 0-3-0] [1:0-0-14 Edge], [4:0-3-4,04-0], [10:0-3-4,0-4-0], [13:0-3-2,0-3-0] [13:1-3-3,Edge], [15:0-2-4,13-1-8], [17:0-2-0,0-1-8], [20:0-3- 2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.85 17-18 >647 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.70 Vert(CT) -1.20 17-18 >459 180 MT20HS 187/143 BCH 0.0 Rep Stress Inc NO WB 0.82 Horz(CT) 025 13 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-S Weight 525 lb FT = 20% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purtins. T2,T3: 2x6 SP No2 ROT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No2 2-0-1, Right 2x6 SP No2 2-0-1 1 , + i REACTIONS. (size) 1=04-0 (min. 0-1-8), 13=0-8-0 (min. 0-1-8) Max, Horz 1=60(LC 8) Mari Upl'Ift1=1530(LC 5). 13=1530(LC 4) Maxl Grav 1=3349(LC 1), 13=3349(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. FOP CHORD 1-2=7560/3549, 2-3=7506/3554, 3-4=7690/3657, 4-22=1089815256, 22-23=1089915257, 5-23=10900/5257, 5-24=10898/5255, 24-25=10898/5255, 6-25=10898/5255, 6-26=1274816131, 26-27=12748/6131, 7-27=12748/6131, 7-28=12748/6131, 8-28=12748/6131, 8-29=1274816131, 29-30=12748/6131, 9-30=12748/6131, 9-31=10892/5255, 31-32=10891/5255, 10-32=10890/5254, 10-'11=7691/3657, 11-12=7506/3554, 12-13=7560/3549 ROT CHORD 1-21=3181/6814, 21-33=3305f7138, 33-34=3305/7138, 20-34=3305f713B, 19-20=-6010/12734, 19-35=6010/12734, 18-35=6010/12734, 18-36=-6010/12734, 36-37=6010/12734, 37-38=-6010/12734, 17-38=-6010/12734, 17-39=5134/10B90, 16-39=5134/1-0690, 15-16=5134/10890, 15-40=3303/7140, 40-41=3303f7140, 14,41=3303f7140, 13-14=3179/6814 WEBS 3-21=238/531, 4-21=22/490, 4-20=2080/4308, 5-20=738/630, 6 20=21231994, 6-18=0/519, 8-17=704/614, 9-17=99912148, 9-15=1750/1104, 10-15=2078/4298, 10-i14=22/491, 11-14=239/532 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at D-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof hve loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=S.Opsf, h=15fiy Cat II; Exp C; End., GCp'r- MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. / PE 7 51 5) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i f 1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joints) except _ 6 13=1530. :ontinued on page 2 I STATE OF �` -4�0lilt I I 833-&LN (AgG HIP t IJob F c�...w�.., T...« r ....,�..:� r- Pi- Gi aeosI Run: 8220 s Jul 212018 Print 8220 s MOTES- 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)176 lb down and 233 lb up at 8-0-0, 107 lb down and 150 lb up at 10-0-12. 107 Iti down and 150 lb up at 12-0-12,107 lb down and 150 lb up at 14-0-12, 107 lb down and 150 lb up at 16-0-12, 107 lb down and 150 lb uo at 18-G-12, 107 lb down and 150 lb up at 20-0 12, 107 Ib down and 150 lb up at 22-0-12, 107 lb down and 150 lb up at 23-4-0, 107 lb down and 150 lb up at 24-7-4, 107 lb down and 150 lb up at 26-7-4, 107 lb down and 150 lb up at 28-7-4, 107 lb down and 150 lb up at 30-7-4, 107 lb down and 150 lb up at 32-7-4, 107 lb down and. 150 lb up at 34-7-4, and 107 lb down and 150 lb up at 36-7-4, and 176Ilb down and 233 lb up at 38-8-0 on top chord, and 314 lb down and 164 lb up at 8-0-0, 80 lb down at 10-0-12, 80 lb down at 12-0-12, 80 lb down at 14-0-12, 80 lb down at 16-0-12, 80 lb down at 18-0-12, 80 lb down at 20-0-12, 80 lb down at 22-0-12, 80 lb down at 23- -0, 80 lb down at 24-7-4, 80 lb down at 26-7-4, 801b down at 28-7-4, 80 lb down at 30-7-4, 80 lb down at 32 7-4, 80 lb down at 34-7-4, and 80 lb down at 36-7-4, and 314 lb down and 164 lb up at 38-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. :OAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert 1-4=54, 4-10=54, 10-13=54, 1-13=20 Concentrated Loads (Ib) Vert 4=,129(F) 10=129(F)19=54(F) 21=314(F) 20=54(F) 5=107(F) 6=107(F)18=54(F) 8=107(F)17=54(1`) 9=107(F)15=54(F)14=314(F) 16=54(F) 22=107(F) 23=107(F) 24=107(F) 25=107(F) 26=107(F) 27=107(F) 28=107(F) 29=107(F) 30=107(F) 31=107(F) 32=107(F) 33=54(F) 34=54(F) 35=54(F) 36=54(F) 37=54(F; 3B=54(17) 39=54(F) 40=54(F) 41=54(17) NGENSc PE 7 51 � 1 cL. X 6ZZ 1 STATE OE j S/O�AiiE�G Il ,S3 -B-LN , BIG Southern Truss Companies, Fort Pie 4-8-12 COMMON 7x8 MT20HS= Dead Load DOL = 3/16 in Io Plate 4x9 !�- tix9 = 3x6 II 6x8 MT20HS= 7x6 = -OADING (psf) SPACING 2-0-0 CSI. rCLL 20.0 Plate Grip DOL 1.25 TC 0.96 rCDL 7.0 Lumber DOL 125 BC 0.78 3CLL 0.0 Rdp Stress Incr NO WB 0.81 3CDL 10.0 Code FBC2017/TP12014 Matrix-S -UMBER- rOP CHORD 2x4 SP M 31 "Except' T2: 2x4 SP No.2 30T CHORD 2x6 $P M 26 NEBS 2x4 SP No.3 "Except* WI: 2x4SPM31 SLIDER Left 2x4 SP No.3 3-9-15, Right 2x4 SP No.3 3-9-15 2EACTIONS. (size) 1=048-0 (min. 0-3-9), 7=0-8-0 (min. 0-2-9) Max; Horz 1=84(LC 27) Max Upl'rft1=3101(LC 8), 7=2489(LC 9) Max, Grav 1=8568(LC 1), 7=6211(LC 1) 7x6 = 2x4 11 -0,0- ax7L M I zunc — DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.27 9-10 >979 240 MT20 244/190 Vert(CT) -0.42 9-10 >622 180 MT20HS 187/143 Horc(CT) 0.12 7 n/a n/a Weight 286 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. -ORCES. (lb) - Max. Comp -Wax. Ten. - All forces 250 (lb) or less except when shown. rOP CHORD 1-2=18817/6821, 2-3=15379/5735, 3-4=12131/4722, 4-5=12127/4721, 5�=14880/5996, 6-7=1476515905 SOT CHORD 1-14=6284/17213,13-14=-6284117213, 13-15=-6284/17213, 12-15=-0284/17213, 12116=5252/14196, 11-16=5252/14196, 11-17=5252/14196, 10-17=5252J14196, 10 !18=5405/13719, 9-18=5405/13719, 8-9=5356/13488, 7-8=5356/13488 NEBS 4-10=3507/9088, 5-10=3719/1835, 5-9=1700/3602, 6-9=360/434, 3-10=441711489, 3-12=1330/4249, 2-12=3477/1186, 2-13=965/3171 I dOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected1as follows: 2x4 - 1 row, at 0-9-0 oc. !) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 1) Unbalanced roof live loads have been considered for this design. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 i) All plates are MT20 plates unless otherwise indicated. \ 011 { I f f I/f - i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ ') Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)1=3�*\ 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1622 lb down and 560 lb up 31\Y \,1C+��` 1613 lb down and 539 lb up at 4-5-4, 1613 lb down and 518 lb up at 6-5-4, 1613 lb down and 540 lb up at 8-5.4,1613 lb down Wd 56&rb up at 10-5-4, and 1652 lb down and 714 lb up at 12-5-4, and 3436 lb down and 1664 lb up at 144-8 on bottom chord. The ` 7 PE 7751 l design/selection 6f such connection device(s) is the responsibility of others. 1 I .OAD CASE(S) Standard IiI � I :ontinued on page 2 i STATE OF f s/o i `��� ��� 1 r� 833Fs IN IB1c COMMON 1 G Job Reference (optional) Southern Truss Companies, Fort Pierce, Fl. 34951 Run: 8220 s Jul 212018 Print 8.220 s Jul 212018 Welt Industries. Inc Thu Aug 1613:27:0g 2018 Page 2 ID:ny4imnjpmNj8mTQZIUj wcynljv-qPV_xCgVhg)sXWVasCllaKyg56UtkOrfu07hVGynGuG LOAD CASE(S) Standard 1) Dead'+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Plf) Vert_,1-4--54,4-7=54, 1-7=20 Concentrated Loads (Ib) Vert 9-13436(B) 13=1613(B) 14=1622(B)15=1613(B)16=1613(B) 17=1613(13)18-- 1652(B) I I I \\\\`���111�1 PE 51 i IL 6 I STATE OF I i I fuss I russ I ype 1 Qty lPly Plan 1B33 M-E-LN I B2E GABLE 11 I I Job Reference footional) 1 C 4x4 = - 6 LI Gu IV IG - - 11 1. - 3x4 = Ia -OADING (psf) SPACING- 2-M CSI. DEFL in (loc) l/deft Ud PLATES GRIP FCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 2441190 rCDL 7.0 Lumber DOL 125 BC 0.19 Vert(CT) n/a - n/a 999 3CLL 0.0 Rep Stress Inca NO WB 0.12 Horz(CT) -0.01 12 n/a n/a 3CDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 105 lb FT = 20% -UMBER- BRACING- rOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-M oc purfins. 30T CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. DTHERS 2x4 SP No.3 2EACTIONS. All bearings 20-6-0. ,lb)- Max Horz21=86(LC 10) Max Uplift All uplift 10C lb or less at joint(s)17' 19, 20, 15, 14, 13 except 21=123(LC 8), 12=127(LC 9) Maz Grav All reactions 250 lb or less at joint(s)17, 19, 20, 15, 14, 13 except 16=304(LC 1), 21=351(LC 17), 12=351(LC 18) -ORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. rOP CHORD 1-2=114P264, 10-11=111/264 NEBS 6-16=263/0 30TES- 1) Unbalanced roof' loads have been considered for this design. Z) Wind: ASCE.7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. f) All plates are 1x4 MT20 unless otherwise indicated. i) Gable studs spaced at 2-0-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 17, 19, 20, 15, 14, 13 except Ot=1b) 21 =123, 12=127. 3) Non Standard bearing condition. Review required. -OAD CASE(S) Standard ENS����i� PE 51 } -0 STATE OF j C RI r� i CI HIP 1 1 IT 4x4 = 4x4 = 3 4 axi = ax4 = Dead Load Defl. = 5116 in .OADING (pst) I SPACING- 240-0 CST. DEFL in (loc) I/defl Ud PLATES GRIP 'CLL 20.0 Plate Grip DOL 125 TC 0.74 Vert(LL) -027 6-7 >963 240 MT20 244/190 "CDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.56 1-8 >460 180 ICLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.04 6 n/a n/a ICDL 10.0 Code FBC2017ITPI2014 Matra-S Weight 97 lb FT = 20% .UMBER- BRACING - "OP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. iOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. VEBS 2x4 SP No.3 VEDGE .eft 2x6 SP No.2, IRght 2z6 SP No.2 :FACTIONS. (s¢e) 1=0-6-0 (min. (min. 0-1-8) Maxi HorzI=76(LC 11) MaxiUpliftl=265(1_C 8), 6=265(LC 9) Maxi Grav1=789(LC 1), 6=789(LC 1) :ORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1-2=1428/476, 2-3=1167/363, 3-4=1033/338, 4-5=1167/363, 5-6=14281477 IOT CHORD 1-8�34/1264, 7-8=207/1033, 6-7=358/1264 VEBS 2-8 369/327, 3-8= 150/375, 4-7=1511375, 5-7=369/327 TOTES- ) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf, h=15f; Cat Il; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It -lb) 1=265, 6=265. OAD CASE(S) Standard oW - . r f PE 7M51 -0 STATE OF &ION L LNG \N �111 I 1 li1\ Io S33-B LN 14-" 224)-0 Dead Load Defl. = 3116 in 4x5 — 48 = 2 3 3xg II 3x4 = 3x4 = 1x4 II 3x9 11 .OADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP CLL 20.0 Plate Grip DOL 125 TC 0.98 Verl:4) -0.13 4-5 >999 240 MT20 244/190 "CDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -029 4-5 >871 180 ICLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.04 4 n/a n/a ICDL 10.0 Code FBC2017rMI2014 Matra-S Weight 91 lb FT = 20% i UMBER- BRACING - OP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied. I IOT CHORD 2x4 SP Nd.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VEBS 2x4 SP No.3 HEDGE .eft 2x6 SP No2, Right a6 SP No.2 I ZEACTIONS. (size) 1-- -8-0 (min. 0-1-8), 4=0-8-0 (min. 0-1-8) Max! Horz1=-61(LC 11) Max! Upiift1=246(LC 8), 4=246(LC 9) Maxi Gravl=789(LC 1), 4=789(LC 1) -ORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 70P CHORD 1-2=1398/437, 2-3=12291449, 3-4=1397/438 IOT CHORD 1-7=330/1222, 6-7=325/1229, 5-6=325/1229, 4-5=328/1222 VEBS 2-7=0/290, 3-5=0/290 DOTES- I 1) Unbalanced rnofllive loads have been considered for this design. ±) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 j I) Provide adequate drainage to prevent water ponding. l) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=246, 4=246. i -OAD CASE(S) Standard -----��i PE 51 i STATE f j Rio ' tvat. Ill i 11111 n ,33-B-LN ' C3G HIP iJob 4x4 = 3x8 = 4x4 = Dead Load Deft. =1/16 in 4.9 4x8 = 7x4 II xO — 4x9 // .OADING(psf) SPACING- 2 0 0 . CSI. DEFL in (loc) I/deft Ud 'CLL 20.0 Plate Grip DOL 125 TC 0.48 Vert(LL) 0.12 11 >999 240 CDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.17 9-11 >999 180 3CLL 0.0 Rep Stress Incr NO WB 0.54 Horz(CT) 0.04 8 n/a n/a ICDL 10.0 Code FBC2017/TP12014 Matrix-S .UMBER - 'OP CHORD 2x4 SP NO./3OT CHORD 2x4 SP No2 MESS 2x4 SP No.3 ZEACTIONS. (size) 13=0-E-0 (min. 0-1-8), 8=0-8-0 (min. 0-1-8) MaxjHorz13=46(LC 8)' MaxUplift13=534(LC 8), 8=533(LC 9) Max Grav13=1146(LC 1), 8=1146(LC 1) PLATES GRIP MT20 244/190 Weight 107 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. 'ORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 24=1813/911, 3-14=1640/867, 14-15=1639/867, 4-15=1639/867, 4-16=1640/867, 16-17=1640/867, 5-17=1640/867, 5-6-1813/910 3OT CHORD 12-I1 8=1 09812243, 18-19=1098/2243, 11-19=109812243, 10-11 =1 098/2243, 10-20=1098/2243, 9-20=1098/2243 NEBS 3-12=5/394, 4-12=713/365, 4-11=0/309, 4-9=712/365, 5-9=5/394, 2-13=1025/560, 2-12=-681/14`14, 6-8=1026/559, 6-9=681/1414 4OTES- ?) Unbalanced roof live loads have been considered for this design. ?) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt--Ib)13=534, 8=533. 1 i) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)166 lb down and 246 lb up at 6-0-0, 55 lb down and 107 Ib up at 8-0-12, 55 lb down and 107 lb up at 10-0-12, 55 lb down and 107 lb up at 11-11-4, and 55 lb down and 107 lb up at 13-11-4, and '166 lb down and 246 lb up at 16-0-0 on top chord, and 84 lb down at 6-0-0, 41 lb down at 8-0-12, 41 lb down at 10-0-12, 41 lb down at 11r11-4, and 41 lb down at 13-11-4, and 84 lb down at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ') In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). _OAD CASE(S) Standard ��'\\, i I ! 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (p \\ Vert1-3=54, 3-5=54, 5-7=54,1-7=20 Concentrated Loads (lb) V Vertu 119(B) 5=119(B)10=27(B)12=-49(B) 9=49(121)14=55(B)15=55(B)16=55(B)17=55(B)18=27(B)19=27(3 r ; PE 7�Q51 STATE C3F i // �D o� 1 _ Fti �///`ss/ANAL /!l1lili� �.1 -- iN :33-Fs-LN CJ6 1-9-14 4-5-11 B-4-5 1-9-1 Z 9-14 2-7-13 3-10-10 2x6. 11 (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP -OADING rCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 rCDL 7.0 Lumber DOL 125 BC 0.35 Vert(CT) -0.10 4-5 >796 180 3CLL 0.0 Rep Stress Incr NO I WB 0.08 Horz(CT) -0.03 3 n/a n/a 3CDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 26 lb FT = 20% -UMBER- BRACING- rOP CHORD 2x4 SP No-2 TOP CHORD Struchiral wood sheathing directiy applied or 6-0-0 oc purlins. 30T CHORD 2x4 $P No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NEBS 2x4 SP No.3 REACTIONS. (size) 3--Mechanical, 4--Mechanical, 5=0-11-5 (min. 0-1-8) Max Horz5=123(LC 4)' MO Uplift3=125(1_C 4), 5=166(LC 20) Max Grav3=141(LC 1), 4=99(LC 3), 5=254(LC 1) FORCES. (lb) -Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NEBS 2-5=263/275 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf, h=15% Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It —lb) 3=125, 5=166. 1 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 110 lb up at 2-11-0, 30 lb down and 1101b up at 2-11-0, and 26 lb down and 52 lb up at 5-8-15, and 26 lb down and 52 lb up at 5-8-15 on top chord, and 71 lb up at 2-11-0, 71 lb up at 2-11-0, and 5 lb down and 2 lb up at 5-8-15, and 5 lb down and 2 lb up at 5-8-15 on bottom chord. The design/selectionlof such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (p Vert 1-3=54, 1-4=20 Concentrated Loads (lb) Vert 6=72(F=36, B=36) 8=94(F=47, B=47) NGENs / PE 7 51 STATENAL of ; 8//1111110 4� T 3x6 11 3x4 = _OADING(psf) I SPACING- 2-0 0 CSL DEFL in (loc) I/deft L/d PLATES GRIP rCLL 20.0 Plate Grip DOL 125 TC 0.48 Vert(") -0.03 6-7 >999 240 MT20 244/190 rCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.06 6-7 >999 180 3CLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.04 4 n/a n/a 3CDL 10.0 Cdde FBC2017/TPI2014 Matrix-S Weight: 43 Ib FT = 20% _UMBER- rOP CHORD 2x4 SP No2 SOT CHORD 2x4 SP No2 NEBS 2x4 SP No.3 2EACTIONS. (size). 4--Mechanical, 8=0-11-5 (min. 0-1-8), 6--Mechanical Ma� Horz8=164(LC 20) Max Upiift4=79(LC 4), 8=200(LC 4), 6=147(LC 4) Max Grav4=99(LC 1), 8=370(LC 1), 6=289(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. -ORCES. (lb) - Max. Comp./Max. Ten. = All forces 250 (lb) or less except when shown. rOP CHORD 1-2=3621152, 2-9=-414/186, 9-10=418/195, 3-10=375/187 aOT CHORD 1-4=145/365, 8-12=255/365, 12-13=255/365, 7-13=255/365, 7-14=255/365, NEBS DOTES- 1) Wind:.ASCE:7-1 MWFRS (envelo >) This truss has tx i) Refer to girders; 1) Provide mechani 6=147. i) Hanger(s) or oth Ib down and 110 8-6-14, and 58 It 5 Ib down and 2 connection devic i) In the LOAD CA; -OAD CASE(S) 1) Dead + Roof L Uniform Loads Vert 1 Concentrated i Vert 9 , 3-6 —432/302 Vult=160mph (3-second'gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf h=15ft; Cat II; Exp C; End., GCpii=0.18; e); Lumber DOL=1.60 plate grip DOL=1.60 B�n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. for truss to truss connections. ;aI connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except (it —lb) 8=200, r connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down and 110 lb up at 2-11-0, 30 b up at 2-11-0, 26 Ib down and 52 Ib up at 5-8-15, 26 Ib down and 52 Ib up at 5$15, and 58 Ib down and 107 Ib up at down and 107 Ib up at 8-6-14 on top chord, and 71 Ib up at 2-11-0. 71 Ib up at 2-11-0, 5 Ib down and 2 Ib up at 5-8-15, 3 up at 5-8-15, and 26 Ib down at 8-6-14, and 26 Ib down at 8-6-14 on bottom chord. The design/selection of such :(s) is the responsibility of others. E(S) section, icads applied to the face of the taus are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=125 i-5=20 Qb) =36, B=36)11=65(1`=33, B=33)12=94(F=47, B=47)14=37(F=19, B=19) PE 51 ZZ STATE OF i M i S,O A`11 } ECG\\\N 8/11111 t\�� A n1SS i Ns5 YpBQty Illy Plan 7833 Ba"'i-B-LN D7 E Fort Pierce, Fl. 34951 I GABLE 1 1 Job Reference (optional) Run: B220 s Jul 212018 Print 8220 s Jul 21 2015 MiTek Industries, Inc Thu Aug 76 7327:11 20]8 Page 1 Southern Truss Companies, ID:ny4imnjpmNjBmTOZIUkwcynljv-modkMuslCHYamgfz dKmfllLKwKiC6ByLKSna8ynGuE 54-0 10-8-0 • 5-4-0 54-0 4x4 = 3 1 5.00 12 1x4 II 41x4 II 2 1 T1 ST2 ST1 ST1 1 5 Tq 3x4 = 3x4 = 8 7 6 1x4 !i 1x4 fl 1x4 II 14-0 10-8-0. 9-8-0 -OARING (psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP rCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) - n/a - n/a 999 MT20 244/190 rCDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) nla - n/a 999 3CLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) -0.00 6 n/a n/a 3CDL 10.0 Code FBC2017/rP12014 Matrix-S Weight 40 lb FT = 20% -UMBER- rOP CHORD 2x4 SP No2 30T CHORD 2x4 SAP No.2 DTHERS' 2A $P No.3 2EACTIONS. FORCES. (lb) - rOP CHORD VOTES- 1) Unbalanced roo 2) Wind: ASCE 7-1 MWFRS (envek 3) Truss designed End Details as a 4) Gable studs spa i) This truss has b 3) Provide mechar 6=161. T) Non Standard b :OAD CASE(S) 7=84-0 (min. 0-1-8), 8=843-0 (min. 0-1-8), 6=84-0 (min. 0-1-8) 8=41(LC 8) 7=19(LC 8),'8=160(LC 8), 6=161(LC 9) 7=226(LC 1), 8=348(LC 17), 6=348(LC 18) Comp./Max. Ten. All forces 250 (lb) or less except when shown. 32/282.4-5=91 /282 BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. re bads have been considered for this design. Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; CaL II; Exp C; End., GCpi=0.18; :); Lumber DOL=1.60 plate grip DOL=1.60 r wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable licable; or consult qualified building designer as per ANSI/TPI 1. d at 2-M oc. 1 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. it connection (by others)r of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt—lb) 8=160, condition. Review required. NN ! PE 76051 n� r -0 STAI &ION� D2 !COMMON 12 1 1 KUM BZZU s Jur Z1 ZU18 VnnC 8220 s JUI 212018 MTei ID:ny4imnjpmN jBmTOZIUjjwcynljv-modkM uslC I 34)-0 6-M 3-M 3-0.0 4x4 = 5.00 12 2 2x4 2x4 If 2x4 II LOADING (psf SPACING- 24)-0 CSI. DEFL in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 125 TC 0.20 Vert(LL) -0.01 5 >999 240 TCDL 7.0 Lumber DOL 125 BC 0.15 Vert(CT) . -0.03 5 >999 180 3CLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a 3CDL 10.0 Code FBC2C17/TPt2014 Matrix-R PLATES GRIP MT20 244/190 Weight 24 lb FT = 201/6 LUMBER- BRACING= TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except 30T CHORD 2x4 5P No.2 end verticals. AFEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 6=0-M (min. 0-1-8), 4=0-8-0 (min. 0-1-8) Max 1-1=6=22(1-C 11) Max UpTMS=-69(LC a), 4=69(LC 9) Max Grav6=211(LC 1), 4=211(LC 1) =ORCES. (lb) - Max-Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 40TES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf h=15f; Cat It; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 . - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide'mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. LOAD CASE(S) Standard \ \A--- PE7 51 law -0 `.Q STATE OF _Z Q lr,� i 06 833.2-LN , Truss IJ2 I russ Type (JACK � ry ITO y IPlan 1833 1 s 1-4-0 1-4-0 0 8-0 1 1-0-0 2404 1-0-0 plate Offsets (X Y)- [2:0-0-12 0-1-12] [2:0-1-11,1-2-8], [5:0-0-0,0-1-12] _OADING (psf) SPACING- 240-0 CSI. DEFL in (loc) Well Ud PLATES GRIP "CLL 20.0 Plate Grip DOL 125 TC 0.07 Vert(LL) 0.01) 5 >999 240 MT20 244/190 CDL 7.0 Lumber DOL 1.25 BC 0.D6 Vert(CT) 0.00 5 >999 180 3CLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a =L 10.0 Code FBC2017/TP12014 Matrix-P Weight 7 lb FT = 20% .UMBER - "OP CHORD 2x4 SP No2 IOT CHORD 2x4 SP No-2 NEBS 2x4 SP No.3 tEACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=D48-0 (min. 0-1-8) Max Horz5=43(LC 8) I ' Max Upli*t 34(LC 1), 4=-43(LC 1), 5=66(LC 8) Max Grav4=5(LC 8), 5=223(LC 1) :ORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. TOTES- ) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp Q Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 !) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1) Refer to'girder(s) for truss to truss connections. •) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. .OAD CASE(S) Standard o W �NN���.P �N PE 7 51 �% STATE OF RP11 Q i�i�O Q �c1 � oI 6rcuss toss ype C2fy 'P Plan 1B33 °�:rB-L.N iJ4 JACK 110`------ s 1 _OADING (psf) SPACING- 2-M CSI. DEFL in (16c) I/defl Ud PLATES GRIP CLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 "CDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4 5 >999 180 3CLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 3 We n/a 3CDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 13 lb Fr = 20% _UMBER- BRACING - OP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or4-M oc purlins. 30T CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NEBS 2x4 SP No.3 ZEACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max1Horz5=83(LC 8) , MaxlUpli1t3=59(LC 8), 5=-66(1_C 8) MaxGrav3=54(LC 1), 4=40(LC 3), 5=220(LC 1) 'ORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. COTES- ) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcur-ent with any other live loads. Refer to girder(s)� for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. .OAD CASE(S) Standard PE 51 i ` t STATE OF i 0 1J} AD e h35�3-IJv' 4OTES- I) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opsf h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelopes); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s)'for truss to truss connections. t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5 except (It --lb) 3=104. -OAD CASE(S) Standard ow111!!//�� NN _Fq� r PE 7 51 4 t �0 STATE OF cam` RID ��1/�S/0NALIE�G ��\ s33-aw &outhenn Truss Corr JACK 136 1 1 i Run: 8.220 s Jul 21 2018 Print 1 f 1-4-0 2x6 II Dead Load Defl. =1 /8 in Nate Offsets(X Y)r r2:0-0-12,0-1-12], r5:0-",1-2-0], r5:0-0-0,0-1-12] .OADING (psf) SPACING- 24)-0 CST. DEFL in (loc) I/deft Ud PLATES GRIP .Cu 20.0 Plate Grip DOL 125 TC 0.61 Vert(LL) 0.10 4-5 >766 240 MT20 2441190 'CDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.18 4-5 >444 180 ICLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.06 3 n/a n/a ICDL 10.0 Cdde FBC2017ITP12014 Matrix-P Weight 25 lb FT = 20% .UMBER- BRACING - 'OP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. VEBS 2x4 SP No.3 tEACTIONS. (size) 3=Mechanical, 4--Mechanical, 5=0-8-0 (min. 0-1-8) Max Horz5=165(LC 8) Max Uplift3=147(LC 8), 5=106(LC 8) Max Grav3=161(LC 1), 4=120(LC 3), 5=353(LC 1) 'ORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. VEBS 2-5-319/300 TOTES- ) Wind: ASCE 7-1 Q; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 :j This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Refer to girder(s)ifor truss to truss connections. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It ---lb) 3=147, 5=106. .OAD CASE(S) Standard i���i/ NN PE 7 51 / �r I -o STATE (1F �4CI \ n3-E L.N 3x4 -- 6-0-0 12-M 6-0-0 6-0-0 5.00 F12 1x4 it 4x4 = _OADING (psf) SPACING- 2-04 CSI. DEFL in (IDc) I/defi Ud i CLL 20.0 Plate Grip DOL 125 TC 0.57 Vert(LL) n/a - n/a 999 fCDL 7.0 Lumber DOL 125 BC 0.45 Vert(CT) n/a - n/a 999 3CLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a 3CDL 10.0 1 Code FBC2017ITP12014 Matrix-S _UMBER - .OP CHORD 2x4 SP No.3 30T CHORD 2x4 SP No.3 ETHERS 2x4 SP No.3 3x4 PLATES GRIP MT20 244/190 Weight 38 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2EACTIONS. (size) 1=12-0-0 (min. 0-1-8), 3=12-0-0 (min. 0-1-8), 4=12-0-0 (min. 0-1-8) Maz Horz1=40(LC 10) Maxi Uplift1=78(LC 8), 3=-85(LC 9), 4=115(LC 8) Mai, Grav1=175(LC 17), 3=175(LC 18), 4=439(LC 1) =ORCES. (lb) - Max CompJMax. Ten: - All forces 250 (lb) or less except when shown. NEBS 24=288/159 DOTES- Unbalanced roofllive loads have been considered for this design. >.) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=5.0psf, h=15% Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 1) Gable requires continuous bottom chord bearing. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 3 except (It --lb) 4=115. _OAD CASE(S) Standard I �\\`1, � j�L /,l�/�i N PE 51 i -o STATE OF ///sS/0NAL 111 i ll 6S8-13-W I V16 i Sou;hem Truss Companies, Fort Pie TV21"31 li I 11JobF Run: 8.220 s Jul 21 2018 Print 8220 s ID:ny4imnjpmNj8mTC0Uj wcy 4x4 = 3 3x4 1x4 8 1'x4 1 1z4' 6 3x4 -OADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP -CLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 "CDL 7.0 Lumber DOL 125 BC 0.18 Vert(CT) n/a - n/a 999 3CH 0.0 Rep Stress Incr YES WB 0.06 HDrz(CT) 0.00 5 n/a n/a 3CDL 10.0 Code FBC2017rrP12014 Matrix-S Weight 55 lb FT = 20% .UMBER- BRACING- -OP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3OT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. ETHERS 2x4 SP No.3 ZEACTIONS. All bearings 16-0-0. (lb) - Max, Horz 1=55(LC 11) Maxi Uplift All uplift 1001b or less atjoint(s)1, 5,7 except 8=175(LC 8), 6=175(1_C 9) Max! Grav All reactions 250 lb or less at joint(s)1, 5 except 7=262(LC 1), 8=318(LC 17). 6=318(LC 18) =ORCES. (lb) -Ma x- Comp./Max. Ten. -All forces 250 (lb) or less except when shown. IOTES- Unbalanced rool'I ive loads have been considered for this design. !) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=5.Opsf, h=15ft; Cat 11; Exp C; End., GCpi--O.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 1) Gable requires continuous bottom chord bearing. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 5, 7 except at --lb) 8=175, 6=175. .OAD CASE(S) Standard ENSF'����� P E 7-9 51 �l STATE OF � 0�GV✓ ������ 833-EfLN • I V 19 I VALLEY 11 I 1 gem i runs wmpirnes, ron rrerre, n. saner i Kun: i3.2Z0 S Jul 21 Zultf I'Imr 812u S Jul 21 2018 Miiek Industnes, Inc Thu Aug 16 1327:13 2018 Page 1 9-10-0 ID:ny4imnjpmNi8mTQZIUjjwcynijv jAI)yi nat?kuoH?8oL52MEkA6epg?EFpexuelynGui 9-10-0 9-10-0 --� I I 4x4 = ' 3 3x4 7 '5x4 = .OADING (psf) SPACING 2-0-0 I CSI. DEFL in (loc) I/deft Ud 'CLL 20.0 Plate Grip DOL 125 TC 0.47 Vert(LL) n/a - n/a 999 "CDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a - n/a 999 IGLU 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n/a n/a ICDL 10.0 Cdde FBC2017ITP12014 MatrixS 3x4 PLATES GRIP MT20 244/190 Weight 69 lb FT = 20% .UMBER- I BRACING - OF CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. IOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )THERS 2x4 SP No.3 tEACTIONS. AI bearings 194W. (lb) - Max Horz1=69(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s)1, 5 except 8=225(LG 8), 6=225(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=416(1-C 17), 6--416(LC 18) ORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8�I 2991267, 4-6=299/266 TOTES- ) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-1 D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsF, h=15ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelo L ); Lumber DOL=1.60 plate grip DOL=1.60 Gable requires continuous bottom chord bearing. This truss has ben designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 5 except fib) 8=225, 6=225. OAD CASE(S) Standard EK3 i-LN V3 VALLEY I1 1 Job F Z— T.,— Fnrt a;— R a4951 Run: 8-220 s Jul 21 2018 Print 8-220 s 2 3 2x4 2x4 11 LOADING(pst) SPACING- 2-M CSI. DEFL- in (loc) I/defl Ud PLATES GRIP FCLL 20.0 Plate Grip DOL 125 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 rCDL 7.0 Lumber DOL 125 BC 0.08 Vert(CT) n/a - n/a 999 3CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a n/a 3CDL 10.0 Code FBC2017/TP12014 Matrix-P Weight 9 lb FT = 20% :UMBER- BRACING - FOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins, except -OT CHORD 2x4 SP No.3 end verticals. NEBS 2x4 SP No.3 BOT CHORD Rigid celing'directly applied or 10-0-0 oc bracing. iEACTIONS. (size) 1=3-0-0 (min. 0-1-8), 3=3-0-0 (min. 0-1-8) Max, Horz 1=44(LC 8) Max! UpliR1=24(LC 8),,3=42(LC 8) r Max Grav1=79(LC 1). 3=79(LC 1) =ORCES. (lb) - Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. JOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15f1; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. -OAD CASE(S) Standard N PE 7 51 } ` I STATE OF CRID Kf NA L n r11 � .IJ V4 VALLEY 833-& Job Reference (optional) Southern Truss Companies, Fort Pierce. Fl. 34951 Run: 8.220 s Jul 21 2018 Print 8220 s Jul 21 2018 MiTek Industries, Inc Thu Aug 16 13:27:13 2018 Page 1 ID:ny4imnjpmNj8mTQZIUjjwcynljv jAlUnat?kuoH?8oL52MEkA61Xj?lgOTr=pexuelynGuC 2-0-0 4 0-0 — �' 2-M 2-M -- - — — 3A = 5.00 F,2 2 T T1 3 � 1 i -� ✓ 61 2x4 2x4 .OADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP CLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 'CDL 7.0 Lumber DOL 125 BC 0.13 Vert(CT) n/a - n/a 999 3CLL 0.0 Rep Stress Incr YES WB 0.00 Hoiz(CT) 0.00 3 nla n/a 3CDL 10A ! Cdde FBC2017l1P12014 Matrix-P Weight 10 lb FT = 20% _UMBER- I BRACING - OP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc purfins. 30T CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. ZE4CTIONS. (s¢e) 1=4-0-0 (min. 0-1-8), 3=4-0-0 (min. 0-1-8) Max Harz 1=10(LC 9) Max iUplift1=33(LC 8), 31=33(LC 9) Max Grav1=94(LC 1), 3=94(LC 1) 'ORCES. (lb) - Max. Comp./Max. Ten. - WI forces 250 (lb) or less except when shown. COTES- ) Unbalanced roof live loads have been considered for this design. !) Wind: ASCE 7-1 d; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=151t; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 1) Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide meet ani al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. .OAD CASE(S) Standard PE 7-Q 5'I 1 -3 STATE OF N n\ 1 I V5 I VALLEY 11 1 1 2 3 2x4 % 2x4• 1! .OADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Udefl Ud 'CLL 20.0 Plate Grip DOL 125 TC 0.45 Vert(LL) n1a - n/a 999 'CDL 7.0 Lumber DOL 125 BC 0.35 Vert(CT) n/a - n/a 999 ICLL 0.0 Rep Stress Incr YES WB 0:00 Horz(CT) 0.00 n/a n/a ,CDL 10.0 Code FBC2017/TP12014 Matrix-P .UMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% 'OP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins, except ,OT CHORD 2x4 SP No.3 end verticals. VEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. tEACTIONS. (size) 1=5-M (min.0-1.8),.3=5-0-0 (min.0-1-8) Max orz1=a5(LC 8) Max plifH=46(LC a), 3=-82(LC 8) Max Grav1=153(LC 1), 3=153(LC 1) ORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. IOTES- Wind: ASCE 7-10 Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat II; Exp C; Encl., GCpi--0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 Gable requires co�►tinuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. OAD CASE(S) Staidard NNN PE 7 . 51 i STATE OF ko 2� -05� I russ I Iuss I ype I QryI y Plan 1833 833-E�LN V7 - -VALLEY I1 + Job Reference (optional) Southern Truss Companies. Fort Pierce. FI. 34951 Run: 8220 s Jul 212018 Print 8220 s Jul 2120113 MiTek Ind —hi— fine Th„ A-1R 11-27-11 gn1R P— 1 - 7-0-0 r 7-M 3 5 4 2x4 -S U4 II 2x4 !1 i .OADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft Ud PLATES" GRIP 'CLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) ❑/a - n/a 999 MT20 244/190 'CDL 7.0 LumberDOL 125 BC 0.16 Vert(CT) n/a - n/a 999 ICLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 n/a n/a ICDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 25 lb FT = 20% .UMBER- I BRACING 'OP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except IOT CHORD 2x4 §P No.3 end verticals. VEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )THERS 2x4 SP No.3 tEACT1ONS. (s¢e) 1=7-0-0 (min. 0-1-8), 4=7-M (min. 0-1-8), 5=7-0-0 (min. 0-1-8) Max Horz 1=126(LC 8) 1 Max Uplift4=52(LC 8), 5=152(LC 8) Max iGrav1=70(LC 1), 4=98(LC 1), 5=285(LC 1) ORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOTES- ) Wind: ASCE 7-10,; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ) Gable requires continuous bottom chord bearing. ) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=1b) 5=152. OAD CASE(S) Standard N `� �,• ENSF�����i' i PE7 51 i ^0 ;. STATE OF SJO �G \\\� 83 B-LN V Southem Truss Co — I 1 s Jul 21 2018 Prirrt 0 2x4 5.00 12 2 44 = 8-0-0 4-0-0 2x4 3 .OADING (psf) 'CLL 'SPACING- 2-M CSL DEFL in (loc) Udefl Ud PLATES GRIP 20.0 'CDL Plate Grip DOL 125 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 7.0 Lumber DOL 125 BC 0.18 Vert(CT) n/a - n/a 999 )CLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a ;CDL 10.0 Code FBC2017/7P12014 Matrix-P Weight 24 lb FT = 20% .UMBER- I BRACING; OP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. CT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )THERS 2x4 SP No.3 :FACTIONS. (size) 1=8-M (min. 0-1-8), 3--B-M (min. 0-1-8),4--8-0-0 (min. 0-1-8) Max {iorz 1=25(LC 8) Max Upli t1=58(LC 8), 3=62(LC 9), 4=52(LC 8) Max Grav1=118(LC 1), 3=118(LC 1). 4=248(LC 1) ORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. OTES- ) Unbalanced roof live loads have been considered for this design. ) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelop); Lumber DOL=1.60 plate grip DOL=1.60 ) Gable requires continuous bottom chord bearing. ) This truss has been designed fora 10.0 psi bottom chard live load nonconcurrent with any other live loads. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3, 4. OAD CASE(S) Standard a NNN PE 7fi051 i a. X6 I -o X. STATE OF J z�//SS��NftLiE�� ��\ fi3i�-BtLN $Nj[hEfm Truss Cps GABLE I I 1 5 — 9-0-0 3 2x4 5 4 1x4 it 2x4 II OADING (pst) SPACING- 2-0 0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP CLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 244/190 CDL 7.0 Lumber DOL 125 BC 0.28 Vert(CT) n/a - n/a 999 Cl l 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a CDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 34 lb FT = 20% TIMBER- BRACING:. DP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except DT CHORD 2x4 SP No.3 end verticals. 'EBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or, 0-0-0 oc bracing. THEIRS 2xd SP No.3 / EACTIONS. (size) 1=9-0-0 (min. 0-1-8), 4=9-0-0- (min. 0-1-8), 5=9-0-0 (min. 0-1-8) Max Horz1=167(LC 8) Max Ljplift4=55(LC 8), 5=201(LC 8) Max dravl=122(LC 1), 4-103(LC 1), 5=376(LC 1) )RCES. (lb) - Max.. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. EBS 2-5='275/252 :)TES - Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=15fq Cat Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 Gable requires continuous bottom chord bearing. This truss has beep designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 5=201. )AD CASE(S) Standard NN PE7 51 'M' x ` 1 'O STATE OF /Z�% /ONAL / /111 t it��